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12-28-2020 Virgil Planning Board Agenda Packet
Board Members: Jeffrey Breed, Chair, Mark Baranello, Carole Lathrop, Sara Sirois, Dale Taylor Alternate: Sylvia Cook Agenda 1. Legal Notice Attachments: Legal Notice Planning Board Meeting 12-28-2020 (LEGAL_NOTICE-_Public_He airng_of_PB_12-28-2020.pdf) a. Zoom Meeting Log in: Town of Virgil is inviting you to a scheduled Zoom meeting. Topic: Virgil Planning Board Meeting Time: Dec 28, 2020 19:00 Eastern Time (US and Canada) Join Zoom Meeting https://zoom.us/j/94443553447?pwd=OG1EYUtkVlRvQnpqNFdwS1l5SGlEUT09 Meeting ID: 944 4355 3447 Passcode: 459399 One tap mobile +16465588656,,94443553447#,,,,*459399# US (New York) +13126266799,,94443553447#,,,,*459399# US (Chicago) Dial by your location +1 646 558 8656 US (New York) +1 312 626 6799 US (Chicago) +1 301 715 8592 US (Washington D.C) +1 669 900 9128 US (San Jose) +1 253 215 8782 US (Tacoma) +1 346 248 7799 US (Houston) Meeting ID: 944 4355 3447 Passcode: 459399 Find your local number: https://zoom.us/u/adsW0CfwNv 2. Old Business Planning Board Agenda Monday, December 28, 2020 at 7:00 pm a. Application Applicant: Greek Peak Holdings LLC Propety Owner: Greek Peak Holdings LLC Property Location: 2208 Page Green Road/2000 RTE 392 Tax Map No.: 127.00-09-03.110 Zoned: PUD Description of Project: Greek Peak Holdings is propsoing a Wedding Barn Facility with a parking lot and roadway from RTE 392 though a proposed camp ground. A public Hearing was held on 11-23-2020 and this special meeting was created for Site Plan Review. Attachments: DEC SPDES Permit (constnoioocert.pdf) MAP of Wedding BArn Site (GP_WEDDING_VENUE_11_17_20_SG-TCB.pdf) NYSDEC EBusiness Portal System (NYSDEC_eBusiness_Portal_System_-N OI_for_coverage_under_Stormwater_General_Permit_for_ConstructionActivity. pdf) Planning Board Index of Actions 11-23-2020 (PB_Index_11-23.pdf) Site Plan Review Application (Greek_Peak_Site_Plan_Review_Application.p df) Storm Water Pollution Prevention Plan (GreekPeakWeddingVenue_SWPP P_Report_11-2020.pdf) Storm Water Prevetion Certification From (swpppcert.pdf) 3. New Business a. Application Property Owner: Nicholas & Melissa Benner Property Location: 1564 Route 392 Cortland, NY 13045 Tax Map No.: 126.00-07-03.100 Zoned: ARC Land owner is applying for a minor subdivision of an existing 33.41 acre parcel into two parcels Attachments: Agricultural Data - Benner (12-2020_Agracultural_Data-Benner.pdf) Application - Benner (12-2020_Application___Maps_For_Subdivion-Benner. pdf) County Respone to the Benner Project (County_Response_Benner_.pdf) Maps - Benner (12-2020_Maps-Benner.pdf) SEQR - Benner (12-2020_SEQR-Benner.pdf) Subdivision - Benner (12-2020_Subdivison_Benner.pdf) 4. Approve Minutes Attachments: Planning Board Draft Minuttes from 11-23-2020 (11-23-2020_PB_Minutes.pdf ) 5. Adjornment | Agenda published on 12/09/2020 at 4:25 PM PUBLIC HEARING NOTICE & PLANNING BOARD MEETING TOWN OF VIRGIL PLANNING BOARD NOTICE IS HEREBY GIVEN that a meeting will be held before the Town of Virgil Planning Board on 28 December 2020, 7 p.m., via Zoom Meeting. Go to www.viriglny.org for a link to the Zoom Meeting. This meeting is to consider an application from Greek Peak Holdings LLC for a site plan review and special aquafer permit for a proposed wedding barn which includes parking and a roadway for property located at 2208 Page Green Road with an entrance off of Rte. 392 tax map # 127.00‐09‐03.110. NOTICE IS ALSO HEREBY GIVEN that a public hearing for a site plan review for property owned by Nick and Melissa Benner 1564 Route 392 tax map #126.00‐07‐03.100. Petitioner and refuted owners wish to subdivide a 33.41‐acre parcel into two parcels in which they will eventually build a home on one of the parcels of 7‐8 acres. The remaining 25.41/24.41 parcel will be used for farming. The above applications are available at www.virgilny.org or contact the office of the Town Clerk at (607) 835‐6174, Ext. 2 and they can be Emailed to you. Persons wishing to speak at the meeting may do so via Zoom, by attorney, or have an attorney, or other representative join Via Zoom. Communications in writing in relation thereto may be filed ahead of time with the Board or at such hearing. Dated: 12/21/2020 Alane Van Donsel Virgil Town Clerk on Behalf of The Virgil Planning Board Owner/Operator Certification Form SPDES General Permit For Stormwater Discharges From Construction Activity (GP-0-20-001) Project/Site Name: ________________________________________________________ eNOI Submission Number: _________________________________________________ eNOI Submitted by: Owner/Operator SWPPP Preparer Other Certification Statement - Owner/Operator I have read or been advised of the permit conditions and believe that I understand them. I also understand that, under the terms of the permit, there may be reporting requirements. I hereby certify that this document and the corresponding documents were prepared under my direction or supervision. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. I further understand that coverage under the general permit will be identified in the acknowledgment that I will receive as a result of submitting this NOI and can be as long as sixty (60) business days as provided for in the general permit. I also understand that, by submitting this NOI, I am acknowledging that the SWPPP has been developed and will be implemented as the first element of construction, and agreeing to comply with all the terms and conditions of the general permit for which this NOI is being submitted. Owner/Operator First Name M.I. Last Name ___________________________________________________________ Signature ________________________________ Date .\Aerial\GP WEDDING VENUE GOOLE PHOTO2 (002).jpg PUMP STATIONHCBioretention AreaL.P.Parking ExpansionAreaParking For80 to 100 Cars10'TYP.20'TYP.24'TYP.6" Pvc Water Main6" Pvc Water MainHyd. G.V.M.H. #4M.H. #5M.H. #6M.H. #7M.H. #8G.V.8" Pvc Sanitary SewerStep ParkingLotM.H. #9G.V.Connect to CampGroundWater and Sewer1590158015701560 14301440143014401450147014601480151015201530155015601570UBUB DEBRIS DEBRIS DEBRIS DEBRIS PP PP PP PP PPPPPP PP LT LT1380138014101390 13901400 14001410 1420 1430 1440 14501460 1470 1480 1490 150015101520153015401550 PLASTIC DEBRIS PLASTIC TIRES LT LT 1440144014301430 13801390 139014001400 1410141014201420142014301430 143 0 14401440 1450145 0 1460146 0 14701470149014801500151015201530DEBRISHCHCHCL.P.L.P.x1460.0x1455.0x1451.0F.G.F.G.F.G.x1446.0F.G.x1438.0F.G.SILT FENCESILT FENCESILT FENCEG.V. AssemblyGazeboSILT FENCE1450.0'1451.0'20' EMERGENCY ACCESS ROAD 8" Pvc Sanitary SewerM.H. #1M.H. #2M.H. #3145 0 18+0 0 19+0 0 20+00 21+00 ForeBayForeBayRip RapBioretention Area10'TYP.20'TYP.Hdcp.Hdcp.DeliveriesParking AreaConcrete Patio BRIDE'S SUITEWOMEN'S BATHROOMENTRYGROOM'S SUITEMEN'S BATHROOMUTILITYKITCHEN AND BARSTORAGE544F.F.= 1452.25'T.O.S.= 1452.05' WIDE PATHWAY5' WIDE PATHWAYLawn Area145 0 18+0 0 19+0 0 20+00 21+00 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+0 0 11+0 0 12+00 13+00 14+00 15+00 16+0 0 17 + 0 0 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+0 0 11+0 0 12+00 13+00 14+00 15+00 16+0 0 17 + 0 0 1450.0'SlopeSlopeSlope1451.0'1451.0'1451.0'SlopeSlope30' W x 218' LDiversion SwaleDiversion Swalew/Rip Rap Divers i o n S w a l e w/Rip R a pDiversion SwaleDiversion SwaleDiversion SwaleDiversion SwaleDiversion SwaleDiversion SwaleDATE:SCALE:DRAWN:JOB:SHEET:No. Date Description R E V I S I O N STIMOTHY C. BUHL,P.E.SYM. ILSCXEE O RNOV , 20201"=100'MBST-1SITE PLAN PROPOSED WEDDING VENUE GREEK PEAK RESORT VIRGIL (T) CORTLAND CO. N.Y. PEAK RESORTS, INC. 2000 STATE ROUTE 392 CORTLAND , N.Y. 13045 Cut SectionFill Section2'311DITCH- MAX. SLOPE1/4" / FT.1/4" / FT.1/4" / FT.1/4" / FT.RUN STONE6" CRUSHERN.T.S.TRAVEL LANELC10.0'GRAVEL12" BANK RUN3GEOTEXTILE FABRIC3SECTION 410 )1NOTES:TYPICAL ROAD CROSS- SECTION1. SEE TOWN SPECIFICATIONS FOR TOWN HIGHWAYS ( NOT IN STATE RIGHT-of-WAY)( NYS DOT STANDARD SPEC.10.0'TRAVEL LANE2 COURSES OF #1 STONEOIL & STONE SURFACE2' MIN.0+000+501+001+502+002+503+003+504+004+505+001369136813671370137513801385139013711372137313741376137713781379138113821383138413861387138813895+506+001366136520' EMERGENCY ACCESS ROAD PROFILE : VERT.= 10x HOR.6+507+007+508+008+509+009+5010+0010+5011+0011+5012+0012+5013+0013+5014+0014+5015+0015+5016+0016+5017+0017+5018+0018+5019+0019+5020+0020+5021+0021+5013951400140514101415142014251430143514401445145013911392139313941396139713981399140114021403140414061407140814091411141214131414141614171418141914211422142314241426142714281429143114321433143414361437143814391441144214431444144614471448144913691368136713701375138013851390137113721373137413761377137813791381138213831384138613871388138913661365139514001405141014151420142514301435144014451450139113921393139413961397139813991401140214031404140614071408140914111412141314141416141714181419142114221423142414261427142814291431143214331434143614371438143914411442144314441446144714481449STA. 1+19VC = 100 'PVI = 1371.7 'STA. 2+44VC = 100 'PVI = 1382.35'STA. 5+81VC = 100 'PVI = 1394.35'STA. 10+23VC = 100 'PVI = 1393.9 'STA. 18+02VC = 50'PVI = 1452.8'EXISTING GRADEPROPOSED ROAD GRADE- 0.33%- 0.10%1372.0 EDGE of ROAD1372.1 +/-STA. 0+001372.2 1379.8 1383.6 + 8.52%1388.9 1392.3 1394.2 + 3.56%1393.9 1393.95 1394.2 1393.3 1394.3 + 7.05%+ 0.21%1410.8 1418.0 1423.5 1429.5 1438.4 1447.41452.81452.61452.91454.8 1451145214531454145514561453145414551456145114521455.3 STA. 13+51VC = 50 'PVI = 1421.0 '+ 8.26%SYM. R E V I S I O N S DescriptionDateNo. ROAD PROFILE ILSCXEE O R TIMOTHY C. BUHL,P.E.ST-2MB1"=100'NOV, 2020DATE:SCALE:DRAWN:JOB:SHEET:PROPOSED WEDDING VENUE GREEK PEAK RESORT VIRGIL (T) CORTLAND CO. N.Y. PEAK RESORTS, INC. 2000 STATE ROUTE 392 CORTLAND , N.Y. 13045 HCBioretention Area 2L.P.Parking ExpansionAreaParking For80 to 100 Cars10'TYP.20'TYP.24'TYP.6" Pvc Water Main6" Pvc Water MainHyd. G.V.M.H. #4M.H. #5M.H. #6M.H. #7M.H. #8G.V.8" Pvc Sanitary SewerStep ParkingLot1590158015701560 1450147014601480151015201530155015601570DEBRIS 141013901400 14001410 1420 1430 1440 14501460 1470 1480 1490 150015101520153015401550 DEBRIS 13801390 139014001400 141014201430143 0 14401440 1450145 0 1460146 0 14701470149014801500151015201530HCHCHCL.P.L.P.x1460.0x1455.0x1451.0F.G.F.G.F.G.x1446.0F.G.x1438.0F.G.SILT FENCESILT FENCESILT FENCEG.V. AssemblyGazeboSILT FENCE1450.0'1451.0'20' EMERGENCY ACCESS ROAD 8" Pvc Sanitary SewerM.H. #1M.H. #2M.H. #3145 0 18+0 0 19+0 0 20+00 21+00 ForeBayForeBayRip RapBioretention Area 110'TYP.20'TYP.Hdcp.Hdcp.DeliveriesParking AreaConcrete Patio BRIDE'S SUITEWOMEN'S BATHROOMENTRYGROOM'S SUITEMEN'S BATHROOMUTILITYKITCHEN AND BARSTORAGE544F.F.= 1452.25'T.O.S.= 1452.05' WIDE PATHWAY5' WIDE PATHWAYLawn Area145 0 18+0 0 19+0 0 20+00 21+00 7+00 8+00 9+00 10+0 0 11+ 0 0 12+00 13+00 14+00 15+00 16+0 0 17 + 0 0 7+00 8+00 9+00 10+0 0 11+ 0 0 12+00 13+00 14+00 15+00 16+0 0 17 + 0 0 1450.0'SlopeSlopeSlope1451.0'1451.0'1451.0'SlopeSlope30' W x 218' LDiversion SwaleDiversion Swalew/Rip Rap Divers i o n S w a l e w/Rip R a pDiversion SwaleDiversion SwaleDiversion SwaleDiversion SwaleDiversion SwaleCulvert A - 24" CpEpInv. El. 1458'53LF @ S = 15.0%Culvert B - 15" CpEpInv. El. 1437'48LF @ S = 2.0%Culvert C - 15" CpEpInv. El. 1437.75'44LF @ S = 4.0%Culvert D - 15" CpEpInv. El. 1437.75'34LF @ S = 2.2%Check DamsCheck Dams35' W x 236' LSYM. R E V I S I O N S DescriptionDateNo. E&SC PLAN 1 ILSCXEE O R TIMOTHY C. BUHL,P.E.ST-3SDG1"=60'NOV, 2020DATE:SCALE:DRAWN:JOB:SHEET:PROPOSED WEDDING VENUE GREEK PEAK RESORT VIRGIL (T) CORTLAND CO. N.Y. PEAK RESORTS, INC. 2000 STATE ROUTE 392 CORTLAND , N.Y. 13045 PUMP STATIONM.H. #9G.V.Connect to CampGroundWater and SewerPP PP13801390 0+00 1+00 2+00 3+00 4+00 5+006+00 0+00 1+00 2+00 3+00 4+00 5+006+00Diversion SwaleCulvert E - 15" CpEpInv. El. 1434.50'30LF @ S = 1.6%STABLIZED CONSTRUCTIONENTRANCEDRY PONDSYM. R E V I S I O N S DescriptionDateNo. E&SC PLAN 2 ILSCXEE O R TIMOTHY C. BUHL,P.E.ST-4SDG1"=50'NOV, 2020DATE:SCALE:DRAWN:JOB:SHEET:PROPOSED WEDDING VENUE GREEK PEAK RESORT VIRGIL (T) CORTLAND CO. N.Y. PEAK RESORTS, INC. 2000 STATE ROUTE 392 CORTLAND , N.Y. 13045 5. STOCKPILES, BORROW AREAS AND SPOIL AREAS SHALL BE SHOWN ON THE PLANS AND3. FILL MATERIAL SHALL BE FREE OF FROZEN PARTICLES, BRUSH, ROOTS, SOD, OR OTHER FOREIGN OR OTHER OBJECTIONABLE MATERIALS SHALL BE SUBJECT TO THE PROVISIONS OF THIS STANDARD AND SPECIFICATION. ACCORDANCE WITH THE STANDARD AND SPECIFICATION FOR SUBSURFACE DRAIN4. SEEPS OR SPRINGS ENCOUNTERED DURING CONSTRUCTION SHALL BE HANDLED IN THAT WOULD INTERFERE WITH OR PREVENT CONSTRUCTION OF2. ALL FILL TO BE PLACED AND COMPACTED IN LAYERS NOT TO EXCEED 9 INCHES SUPPORT BUILDINGS, STRUCTURES AND CONDUITS, ETC. SHALL BE COMPACTED1. ALL FILLS SHALL BE COMPACTED AS REQUIRED TO REDUCE EROSION, SLIPPAGE, IN ACCORDANCE WITH LOCAL REQUIREMENTS OR CODES. SETTLEMENT, SUBSIDENCE OR OTHER RELATED PROBLEMS. FILL INTENDED TO OR OTHER APPROVED METHOD. SATISFACTORY FILLS. IN THICKNESS.1. PHYSICALLY MARK LIMITS OF LAND DISTURBANCE ON THE SITE WITHTAPE, SIGNS, OR ORANGE CONSTRUCTION FENCE, SO THAT WORKERS CANSEE THE AREAS TO BE PROTECTED.2. DIVERT OFF-SITE RUNOFF FROM HIGHLY ERODIBLE SOILS AND STEEPSLOPES TO STABLE AREAS.3. CLEAR ONLY WHAT IS REQUIRED FOR IMMEDIATE CONSTRUCTIONACTIVITY. LARGE PROJECTS SHOULD BE CLEARED AND GRADED ASCONSTRUCTION PROGRESSES. AREAS EXCEEDING TWO ACRES IN SIZESHOULD NOT BE DISTURBED WITHOUT A SEQUENCING PLAN THAT REQUIRESPRACTICES TO BE INSTALLED AND THE SOIL STABILIZED, AS DISTURBANCEBEYOND THE TWO ACRES CONTINUES. MASS CLEARINGS AND GRADING OFENTIRE SITE SHOULD BE AVOIDED.4. RESTABILIZE DISTURBED AREAS AS SOON AS POSSIBLE AFTERCONSTRUCTION IS COMPLETED. ON SITES GREATER THAN TWO ACRES INSIZE, WAITING UNTIL ALL DISTURBED AREAS ARE READY FOR SEEDING ISUNACCEPTABLE. FOURTEEN DAYS SHALL BE THE MAXIMUM EXPOSUREPERIOD. MAINTENANCE MUST BE PERFORMED AS NECESSARY TO ENSURECONTINUED STABILIZATION. EXCEPT AS NOTED BELOW, ALL SITES SHALL BESEEDED AND STABILIZED WITH EROSION CONTROL MATERIALS, SUCH ASSTRAW MULCH, JUTE MESH, OR EXCELSIOR, INCLUDING AREAS WHERECONSTRUCTION HAS BEEN SUSPENDED OR SECTIONS COMPLETED:A. FOR ACTIVE CONSTRUCTION AREAS SUCH AS BORROW ORSTOCKPILE AREAS, ROADWAY IMPROVEMENTS AND AREAS WITHIN 50 FT.OF A BUILDING UNDER CONSTRUCTION, A PERIMETER SEDIMENT CONTROLSYSTEM CONSISTING, FOR EXAMPLE, SILT FENCING, SHALL BE INSTALLEDAND MAINTAINED TO CONTAIN SOIL. EXPOSED DISTURBED AREASADJACENT TO A CONVEYANCE THAT PROVIDES RAPID OFF-SITE DISCHARGEOF SEDIMENT, SUCH AS A CUT SLOPE AT AN ENTRANCE, SHALL BECOVERED WITH PLASTIC OR, GEOTEXTILE FABRIC TO PREVENT SOIL LOSSUNTIL IT CAN BE STABILIZED. STABILIZED CONSTRUCTION ENTRANCES WILLBE MAINTAINED TO CONTROL VEHICLE TRACKING MATERIAL OFF-SITE.B. ON THE CUT SIDE OF ROADS, DITCHES SHALL BE STABILIZEDIMMEDIATELY WITH ROCK RIP-RAP OR OTHER NON-ERODIBLE LINERS (EG.ROLLED EROSION PRODUCTS), OR WHERE APPROPRIATE, VEGETATIVEMEASURES SUCH AS SOD.C. PERMANENT SEEDING SHOULD OPTIMALLY BE UNDERTAKEN IN THESPRING FROM MARCH THROUGH MAY, AND IN LATE SUMMER AND EARLYFALL FROM SEPTEMBER TO OCTOBER 15. DURING THE PEAK SUMMERMONTHS AND IN THE FALL AFTER OCTOBER 15, WHEN SEEDING IS FOUNDTO BE IMPRACTICABLE, AN APPROPRIATE TEMPORARY MULCH SHALL BEAPPLIED. PERMANENT SEEDING MAY BE UNDERTAKEN DURING THE SUMMERIF PLANS PROVIDE FOR ADEQUATE WATERING. TEMPORARY SEEDING WITHRYE CAN BE UTILIZED THROUGH NOVEMBER.D. ALL SLOPES STEEPER THAN 3:1 (H:V), OR 33.3%, AS WELL ASPERIMETER DIKES, SEDIMENT BASINS AND TRAPS, AND EMBANKMENTSSHALL, UPON COMPLETION, BE IMMEDIATELY STABILIZED WITH SOD, SEEDAND ANCHORED STRAW MULCH, OR OTHER APPROVED STABILIZATIONMEASURES. AREAS OUTSIDE OF THE PERIMETER SEDIMENT CONTROLSYSTEM SHALL NOT BE DISTURBED. MAINTENANCE SHALL BE PERFORMEDAS NECESSARY TO ENSURE CONTINUED STABILIZATION.E. TEMPORARY SEDIMENT TRAPPING DEVICES SHALL NOT BEREMOVED UNTIL PERMANENT STABILIZATION IS ESTABLISHED IN ALLCONTIRBUTORY DRAINAGE AREAS. SIMILARLY, STABILIZATION SHALL BEESTABLISHED PRIOR TO CONVERTING SEDIMENT TRAPS/BASINS INTOPERMANENT (POST-CONSTRUCTION) STORMWATER MANAGEMENTPRACTICES.5. IF TEMPORARY WORK ROADS OR HAUL ROADS CROSS STREAMCHANNELS, ADEQUATE WATERWAY OPENINGS SHALL BE CONSTRUCTEDUSING SPANS, CULVERTS, WASHED ROCK BACKFILL, OR OTHERACCEPTABLE, CLEAN METHODS THAT WILL ENSURE THAT ROADCONSTRUCTION AND THEIR USE DO NOT RESULT IN TURBIDITY ANDSEDIMENT DOWNSTREAM. ALL CROSSING ACTIVITIES AND APPURTENANCESON STREAMS REGULATED BY ARTICLE 15 OF THE ENVIRONMENTALCONSERVATION LAW SHALL BE IN COMPLIANCE WITH A PERMIT ISSUEDPURSUANT TO ARTICLE 15 OF THE ECL.6. MAKE SURE THAT ALL CONTRACTORS AND SUB-CONTRACTORSUNDERSTAND THE ESC PLAN AND SIGN THE CERTIFICATION STATEMENTREQUIRED BY NYSDEC GP.7. DESIGNATE RESPONSIBLITY FOR THE ESC PLAN TO ONE INDIVIDUAL.THIS PERSON SHALL BE NAMED IN THE NOTICE OF INTENT.8. AN ESC PLAN INSPECTION PROGRAM MEETING THE REQUIREMENTS OFTHE NYSDEC GP, IS NECESSARY TO DETERMINE WHEN ESC MEASURES NEEDMAINTENANCE OR REPAIR. PAY PARTICULAR ATTENTION TO INSPECTIONSREQUIRED AFTER RAINFALL. THE INSPECTION PROGRAM SHALL ALSO STATETHE COMPLETION OF IDENTIFIED REPAIR AND MAINTENANCE ITEMS.9. IF CONSTRUCTION ACTIVITIES CONTINUE DURING WINTER, ACCESSPOINTS SHOULD BE ENLARGED AND STABILIZED TO PROVIDE FOR SNOWSTOCKPILING. IN ADDITION SNOW MANAGEMENT PLAN SHOULD BEPREPARED WITH ADEQUATE STORAGE AND CONTROL OF MELTWATER. AMINIMUM 25 FOOT BUFFER SHALL BE MAINTAINED FROM PERIMETERCONTROLS SUCH AS SILT FENCING. KEEP DRAINAGE STRUCTURES OPENAND FREE OF SNOW AND ICE DAMS. INSPECTION AND MAINTENANCE ARENECESSARY TO ENSURE THE FUNCTION OF THESE PRACTICES DURINGRUNOFF EVENTS.EXCERPTS FROM NYS STANDARDS AND SPECIFICATIONS FOR EROSION AND SEDIMENT CONTROLNOVEMBER 2016GENERAL NOTESNYS STANDARDS AND SPECIFICATIONS FOR EROSIONAND SEDMIMENT CONTROL, NOVEMBER 2016LAND GRADINGSPECIFICATIONSTOP SOILINGSPECIFICATIONS1. PRESERVE EXISTING TOPSOIL IN PLACE WHERE POSSIBLE, THEREBYREDUCING THE NEED FOR ADDED TOPSOIL.2. AS NEEDED, INSTALL EROSION CONTROL PRACTICES SUCH ASDIVERSIONS, CHANNELS, SEDIMENT TRAPS, AND STABILIZING MEASURES,OR MAINTAIN IF ALREADY INSTALLED.3. COMPLETE ROUGH GRADING AND FINAL GRADE, ALLOWING FOR DEPTHOF TOPSOIL TO BE ADDED.4. SCARIFY ALL COMPACT, SLOWLY PERMEABLE, MEDIUM AND FINETEXTURED SUBSOIL AREAS. SCARIFY AT APPROXIMATELY RIGHT ANGLES TOTHE SLOPE DIRECTION IN SOIL AREAS THAT ARE STEEPER THAN 5%. AREASTHAT HAVE BEEN OVERLY COMPACTED SHALL BE DECOMPACTED TO AMINIMUM DEPTH OF 12-INCHES WITH A DEEP RIPPER OR CHISEL PLOWPRIOR TO TOPSOILING.5. REMOVE REFUSE, WOODY PLANT PARTS, STONES OVER 3-INCHES INDIAMETER, AND OTHER LITTER.6. TOPSOIL SHALL HAVE AT LEAST 6% BY WEIGHT OF FINE TEXTUREDSTABLE ORGANIC MATERIAL, AND NO GREATER THAN 20%. MUCK SOILSHALL NOT BE CONSIDERED TOPSOIL.7. TOPSOIL SHALL HAVE NOT LESS THAN 20% FINE TEXTURED MATERIAL(PASSING THE NO. 200 SIEVE) AND NOT MORE THAN 15% CLAY.8. TOPSOIL TREATED WITH SOIL STERILANTS OR HERBICIDES SHALL BE SOIDENTIFIED TO THE PURCHASER.9. TOPSOIL SHALL BE RELATIVELY FREE OF STONES OVER 1 1/2-INCHES INDIAMETER, TRASH, NOXIOUS WEEDS SUCH AS NUT SEDGE ANDQUACKGRASS, AND WILL HAVE LESS THAN 10% GRAVEL.10. TOPSOIL CONTAINING SOLUBLE SALTS GREATER THAN 500 PARTS PERMILLION SHALL NOT BE USED.11. TOPSOIL SHALL BE DISTRIBUTED TO A UNIFORM DEPTH OVER THEAREA. IT SHALL NOT BE PLACED WHEN IT IS PARTIALLY FROZEN, MUDDY, ORON FROZEN SLOPES OR OVER ICE, SNOW, OR STANDING WATER PUDDLES.12. TOPSOIL PLACED AND GRADED ON SLOPES STEEPER THAN 5% SHALLBE PROMPTLY FERTILIZED, SEEDED, MULCHED, AND STABILIZED BY"TRACKING" WITH SUITABLE EQUIPMENT.SECTION VIEW MIRAFI 100X, STABILINKA T140N, OR APPROVED EQUIVALENT.1. WOVEN WIRE FENCE TO BE FASTENED SECURELY TO FENCE POSTS WITH WIRE TIES OR STAPLES. POSTS SHALL BE STEEL EITHER "T" OR "U" TYPE OR HARDWOOD. LAPPED BY SIX INCHES AND FOLDED. FILTER CLOTH SHALL BE EITHER FILTER X,3. WHEN TWO SECTIONS OF FILTER CLOTH ADJOIN EACH OTHER THEY SHALL BE OVER-2. FILTER CLOTH TO BE TO BE FASTENED SECURELY TO WOVEN WIRE FENCE SHALL BE WOVEN WIRE, 12 1/2 GAUGE, 6" MAXIMUM MESH OPENING. FENCE WITH TIES SPACED EVERY 24" AT TOP AND MID SECTION.4. PREFABRICATED UNITS SHALL BE GEOFAB, ENVIROFENCE, OR APPROVED EQUIVALENT.5. MAINTENANCE SHALL BE PERFORMED AS NEEDED AND MATERIAL REMOVED WHEN10' M AX . C. TO C .WOVEN WIRE FENCE(MIN. 14 1/2 GAUGEW/ MAX. 6" MESHSPACING)CONSTRUCTION SPECIFICATIONS "BULGES" DEVELOP IN THE SILT FENCE.WOVEN WIRE FENCE (MIN. 14 1/2GAUGE W/ MAX. 6" MESH SPACING)WITH FILTER CLOTHF LOW PERSPECTIVE VIEWCOMPACTED SOIL36" MIN. FENCE POSTEMBED FILTER CLOTHA MIN. OF 6" IN GROUND.F LOW FLOWSILT FENCEUNDISTURBED GROUNDHEIGHT OF FILTER= 16" MIN.36" MIN. LENGTH FENCEPOSTS DRIVEN MIN. 16"INTO GROUND.20"M IN . 16"M IN . 8" M IN.4"SYMBOLPROFILENOT TO SCALESAME ELEVATION1. STONE WILL BE PLACED ON A FILTER FABRIC FOUNDATION TO THE LINES,2. SET SPACING OF CHECK DAMS TO ASSUME THAT THE ELEVATIONS OF THE CREST OF THE DOWNSTREAM DAM IS AT THE SAME ELEVATION OF THE TOE OF THE 3. EXTEND THE STONE A MINIMUM OF 1.5 FEET BEYOND THE DITCH BANKS TO4. PROTECT THE CHANNEL DOWNSTREAM OF THE LOWEST CHECK DAM FROM SCOUR AND EROSION WITH STONE OR LINER AS APPROPRIATE.5. ENSURE THAT CHANNEL APPURTENANCES SUCH AS CULVERT ENTRANCES BELOW CHECK DAMS ARE NOT SUBJECT TO DAMAGE OR BLOCKAGE FROM DISPLACED STONE.CONSTRUCTION SPECIFICATIONS9"M IN .SECTION A-ANOT TO SCALE GRADES AND LOCATIONS SHOWN IN THE PLAN. PREVENT CUTTING AROUND THE DAM.MAXIMUM DRAINAGE AREA 2 ACRES.CUTOFF TRENCH18" WIDE6" DEEP UPSTREAM DAM.FILTERFABRICMIN.1.5'FILTER FABRICCUTOFF TRENCHDESIGN BOTTOMSPACING VARIESDEPENDING ONCHANNEL SLOPEBTOEBSLOPEX24" MAX@ CENTERCHECK DAMSYMBOLSLOPE (FT/FT)H (Ft)1SECTION B-BNOT TO SCALEX =H212111118"AA24" MAX@ CENTER6"CRESTSYMBOLCONSTRUCTION SPECIFICATIONSGRASSED/VEGETATEDSWALEGPLAN VIEWNOT TO SCALENEED NOT BE COMPACTEDPOSITIVE DRAINAGE18"MIN.EXISTINGGROUND18"MIN.2'MIN.SUFFICIENT GRADE TO DRAINCROSS SECTIONNOT TO SCALE2'MIN.FLOWSLOPESEDIMENT & EROSION CONTROL MEASURESTYPICALN.T.S.DIV E R S I O N DIV E R S I O N SILT F E N C E SIL T F E N C E D D D D BUI L D I N G ST O C K P I L E OR U T I L I T Y EX C A V A T I O N STABI L I Z E D CONS T R U C T I O N ENTR A N C E GRASSED/VEGETATED SWALE1.DRAINAGE AREA SHALL BE LESS THAN 5 ACRES.2.HEIGHT SHALL BE NO LESS THAN 18-INCHES FROM BOTTOM OF SWALETO TOP OF DIKE EVENLY DIVIDED BETWEEN DIKE HEIGHT AND SWALEDEPTH.3.BOTTOM WIDTH OF DIKE SHALL BE NO LESS THAN 2-FEET.4.WIDTH OF SWALE SHALL BE NO LESS THAN 2-FEET.5.SWALE SHALL HAVE POSITIVE DRAINAGE TO AN ADEQUATELY STABILIZEDOUTLET TO AN UNDISTURBED AREA. MAXIMUM ALLOWABLE GRADE NOTTO EXCEED 8%.6.THE DISTURBED AREA OF THE DIKE AND SWALE SHALL BE STABILIZEDWITHIN 7 DAYS OF INSTALLATION, IN ACCORDANCE WITH THE STANDARDSPECIFICATIONS FOR TEMPORARY SWALES.7.DIVERTED RUNOFF FROM A DISTURBED OR EXPOSED UPLAND AREASHALL BE CONVEYED TO A SEDIMENT TRAPPING DEVICE SUCH AS ATRAP, BASIN, OR TO AN AREA PROTECTED BY ANY OF THESE PRACTICES.8.PERIODIC INSPECTION AND REQUIRED MAINTENANCE MUST BE PROVIDEDAFTER EACH RAIN EVENT.MATERIALSTOCKPILINGTEMPORARY CHECK DAMS REMOVE AFTER 80% GERMINATIONSEE SITE PLANSYMBOLCONSTRUCTION SPECIFICATIONSDIVERSION SWALE SECTION AS REQUIRED TO MEET THE CRITERIA SPECIFIED HEREIN, AND BE FREE OF SHALL BE REMOVED AND DISPOSED OF SO AS NOT TO INTERFERE WITH THE2. THE DIVERSION SHALL BE EXCAVATED OR SHAPED TO LINE, GRADE, AND CROSS1. ALL TREES, BRUSH, STUMPS, OBSTRUCTIONS, AND OTHER OBJECTIONABLE MATERIAL A. FOR DESIGN VELOCITIES OF LESS THAN 3.5 FT. PER. SEC., SEEDING AND5. STABILIZATION SHALL BE DONE ACCORDING TO THE APPROPRIATE STANDARD DISPOSED OF SO THAT IT WILL NOT INTERFERE WITH THE FUNCTIONING OF THE4. ALL EARTH REMOVED AND NOT NEEDED IN CONSTRUCTION SHALL BE SPREAD OR3. FILLS SHALL BE COMPACTED AS NEEDED TO PREVENT UNEQUAL SETTLEMENT THAT BANK PROJECTIONS OR OTHER IRREGULARITIES WHICH WILL IMPEDE NORMAL FLOW. DIVERSION OF THE WATER UNTIL THE VEGETATION IS ESTABLISHED. EXCELSIOR MATTING OR WITH SEEDING AND MULCHING INCLUDING TEMPORARY SHALL BE STABILIZED WITH SOD, WITH SEEDING PROTECTED BY JUTE OR ENTERING THE DIVERSION DURING THE ESTABLISHMENT OF THE VEGETATION. DIVERSIONS OR OTHER MEANS SHOULD BE USED TO PREVENT WATER FROM IT IS RECOMMENDED THAT, WHEN CONDITIONS PERMIT, TEMPORARY MULCHING MAY BE USED FOR THE ESTABLISHMENT OF THE VEGETATION. PROPER FUNCTIONING OF THE DIVERSION. DIVERSION. B. FOR DESIGN VELOCITIES OF MORE THAN 3.5 FT. PER. SEC., THE DIVERSION AND SPECIFICATIONS FOR VEGETATIVE PRACTICES. WOULD CAUSE DAMAGE IN THE COMPLETE DIVERSION.DPARABOLIC CROSS-SECTIONTRAPEZOIDAL CROSS-SECTIONZ1WIDTHZ1D b4'MIN.FREEBOARD T T/2 D D/4 FREEBOAR D4'MIN.WIDTH1.FOR RESIDENTIAL CONSTRUCTION, ONE SPECIFIC AREA ON EACH LOTSHALL BE DESIGNATED FOR TEMPORARY STOCKPILING OF TOPSOIL ANDALL OTHER CONSTRUCTION MATERIALS CONTAINING FINES THAT CAN BEMOVED BY RUNOFF. THIS AREA SHALL BE AS SMALL AS PRACTICABLE.2.STOCK PILES WILL HAVE DOWN HILL SIDE PERIMETER SILT FENCINGPROTECTION. REFERENCE SILT FENCE DETAILS THESE PLANS.3.STOCK PILES WILL BE SEEDED AND MULCHED IF ANTICPATED TO BE LEFTIN PLACE 14-DAYS OR MORE. REFERENCE DETAIL SHEET NOTES ANDSPECIFICATIONS THIS PLANT SET AND STORMWATER POLLUTIONPREVENTION PLAN (SWPPP) ACCOMPANYING THIS PLAN SET.4.SILT FENCE AND OTHER TEMPORARY CONTROL MEASURES SHALL BE INPLACE BEFORE STOCKPILING OF MATERIALS.CONSTRUCTIONSCESYMBOLEXISTING PAVEMENTSTABILIZEDENTRANCE(OPTIONABLE)MOUNTABLE BERM12' MIN.GROUNDEXISTING6" MIN.FILTER CLOTH3'12' MIN.50' MIN.50' MIN.PAVEMENTEXISTING10' MIN.5:110' MIN.CONSTRUCTION SPECIFICATIONS BE SUBJECT TO THE APPROVAL OF THE APPROPRIATE AUTHORITIES.10. TEMPORARY CONSTRUCTION ENTRANCES, EXITS AND TEMPORARY ACCESS SHALL9. PERIODIC INSPECTION AND NEEDED MAINTENANCE SHALL BE PROVIDED AFTER WITH STONE AND WHICH DRAINS INTO AN APPROVED SEDIMENT TRAPPINGS8. WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON AN AREA STABILIZED ONTO PUBLIC RIGHTS-OF-WAY MUST BE REMOVED IMMEDIATELY. RIGHTS-OF-WAY. ALL SEDIMENT SPILLED, DROPPED, WASHED OR TRACTED WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC7. MAINTENANCE - THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION PIPING IS IMPRACTICAL, A MOUNTABLE BERM WITH 5:1 SLOPES WILL BE CONSTRUCTION ENTRANCES SHALL BE PIPED ACROSS THE ENTRANCE. IF6. SURFACE WATER - ALL SURFACE WATER FLOWING OR DIVERTED TOWARD5. FILTER CLOTH - WILL BE PLACED OVER THE ENTIRE AREA PRIOR TO PLACING AT POINTS WHERE INGRESS OR EGRESS OCCURS. TWENTY-FOUR (24) FOOT4. WIDTH - TWELVE (12) FOOT MIN. BUT NOT LESS THAN THE FULL WIDTH3. THICKNESS - NOT LESS THAN SIX (6) INCHES. LOT WHERE A 30 FOOT MIN. LENGTH WOULD APPLY).2. LENGTH - NOT LESS THAN 50 FEET (EXCEPT ON A SINGLE RESIDENCE1. STONE SIZE - USE 2" STONE OR RECLAIMED OR RECYCLED CONCRETE IF SINGLE ENTRANCE TO SITE. EQUIVALENT. EACH RAIN. DEVICE. PERMITTED. OF STONE.1. THE WASHOUT FACILITY SHOULD BE SIZED TO CONTAIN SOLIDS, WASHWATER AND RAINFALL2. WASHWATER SHALL BE ESTIMATED AT 7 GALLONS PER CHUTE AND 50 GALLONS PER HOPPER OF CONCRETE PUMP TRUCK AND/OR DISCHARGING DRUM. 3. THE MINIMUM SIZE SHALL BE 8' X 8' AT THE BOTTOM AND 2' DEEP. IF EXCAVATED, THE SIDE4. LOCATE THE FACILITY A MINIMUM OF 100' FROM DRAINAGE SWALES, STORM DRAIN INLETS, WETALANDS, STREAMS AND OTHER SURFACE WATERS. PREVENT SURFACE WATER FROM ENTERING THECONSTRUCTION SPECIFICATIONS AND SIZED TO ALLOW FOR THE EVAPORATION OF THE WASHWATER AND RAINFALL. SLOPES SHALL BNE 2 HORIZONTAL : 1 VERTICAL.CONCRETE WASHOUT STRUCTURE EXCEPT FOR THE ACCESS ROAD. 5. PROVIDE APPROPRIATE ACCESS WITH A GRAVEL ACCESS ROAD SLOPED DOWN TO STRUCTURE. 6. SIGNS SHALL BE PLACED TO DIRECT DRIVERS TO THE FACILITY AFTER THEIR LOAD IS DISCHARGED. 1. INSPECT ALL FACILITIES DAILY. REPAIR ALL DAMAGED OR LEAKING WASHOUT STATIONS IMMEDIATELY.THE LINER SHALL BE PLASTIC SHEETING WITH A MIN. THICKNESS OF 10 MILS WITH NO HOLES OR TEARS.ANCHOR THE LINER TO THE TOP OF THE PIT WITH AN EARTHEN BERM, SAND BAGS, STONE, ETC.MAINTENANCE2. PUMP OUT ANY ACCUMULATED RAINWATER OVER HARDENED CONCRETE.3. ACCUMULATED HARDENED MATERIAL SHALL BE REMOVED WHEN 75% OF THE STORAGE CAPACITY OFTHE STRUCTURE IS FILLED. 4. DISPOSE OF HARDENED MATERIAL OFF-SITE IN A C/D LANDFILL. ON-SITE DISPOSAL IS ACCEPTABLEIF IT HAS BEEN APPORVED AND ACCEPTED AS PART OF THE SWPPP. 5. REPLACE THE PLASTIC LINER WITH EACH CLEANING OF WASHOUT FACILITY.6. INSPECT THE PROJECT SITE FREQUENTLY TO ENSURE THAT NO CONCRETE DISCHARGES ARE TAKING PLACE IN NON-DESIGNATED AREAS.DESIGN CRITERIASYM. R E V I S I O N S DescriptionDateNo. E&SC DETAILS ILSCXEE O R TIMOTHY C. BUHL,P.E.ST-5SDGN.T.S.NOV, 2020DATE:SCALE:DRAWN:JOB:SHEET:PROPOSED WEDDING VENUE GREEK PEAK RESORT VIRGIL (T) CORTLAND CO. N.Y. PEAK RESORTS, INC. 2000 STATE ROUTE 392 CORTLAND , N.Y. 13045 1439'SPECIFICATIONS FOR BIORETENTION SYSTEMSPlanting SoilThe soil shall be a uniform mix, free of stones, stumps, roots or othersimilar objects larger than two inches. No other materials or substancesshall be mixed or dumped within the bioretention area that may beharmful to plant growth, or prove a hindrance to the planting ormaintenance operations. The planting soil shall be free of noxiousweeds.Planting soil shall be of a sandy loam consistency containingapproximately 75% concrete sand, 25% top soil and organics.CompactionMinimize compaction of both the base of the bioretention area and therequired backfill. Place soil in lifts 12" or great. Do not use heavyequipment within the bioretention area basin.MIRAFI 140NGEOTEXTILE#1 WASHED STONESOIL MEDIUMPLANTING & TEMP. PONDING AREADRAINAGE LAYERPOROSITY = 0.40 DRAINAGE LAYERPOROSITY = 0.20 2" - 4" MULCH LAYERBioretention Underdrain Layers0'-6"PONDING DEPTH Rip Rap WeirRip Rap Weir, 2-4" Stone6' Long x 2' WideCross-Section Bioretention Area1'-0"2'-6" EL. 1439.50' (BR 1) EL.1439.00' (BR 1) EL. 1436.50' (BR 1) EL. 1435.50' (BR 1)Top of Berm EL. 1440.50' (BR 1)EL. 1440.00' (BR 1)6" PVC Perf. Pipe UnderdrainInv. El. 1435.50' (BR 1) Bioretention Suggested Plantings -USDA Zone 5ASHRUBSHERBACEOUSPLANTSWitch HazelHamemelis viginianaCinnamon FernOsmunda cinnamomeaWinterberryIlex verticillataCutleaf ConeflowerRudbeckia laciniataArrowwoodViburnum dentatumWoolgrassScirpus cyperinusBrook-side AlderAlnus serrulataNew England AsterAster novae-angliaeRed-Osier DogwoodCornus stoloniferaFox SedgeCarex vulpinoideaSweet PepperbushClethra alrifoliaSpotted Joe-Pye WeedEupatorium maculatumSwitch GrassPanicum virgatumGreat Blue LobeliaLobelia siphaticaWild BergamotMondarda fistulosaRed MilkweedAscelpias incarnata14301450.0'ForeBayForeBayRip RapBioretention Area 120'TYP.Hdcp.Hdcp.BRIDE'S SUITEWOMEN'S BATHROOMT.O.S.= 1452.0 5' WIDE PATHWAYLawn Area1450.0'Slope30' W x 218' LLAKE8' X 4' FOREBAY WEIRINV. EL. 1439.00' 1440'1440'1439'1438'8' X 4' FOREBAY WEIRINV. EL. 1439.00' 4" DOWNSPOUTS3" MULCH LAYER (DECORATIVESTONES, ROOT MULCH, ETC.)6' x 2' RIP RAP BROADCRESTED WEIRPRIMARY OVERFLOWINV. EL. 1439.50'6" PVC PERF. PIPE UNDERDRAINw/Cleanouts. Daylight with splashprotection.Inv. El. 1435.00'BIORETENTION AREAFLOOR 8,250-SQFTBioretention 2 Site PlanBioretention Area 2 1430 1440 35' W X 236' L 6' x 2' RIP RAP BROADCRESTED WEIRPRIMARY OVERFLOWINV. EL. 1431.50'1431'1432'1432'6" PVC PERF. PIPE UNDERDRAINw/Cleanouts. Daylight with splashprotection.Inv. El. 1427.00'3" MULCH LAYER (DECORATIVESTONES, ROOT MULCH, ETC.)2'W x 6"D PEA STONE GRAVELLENSGRASS FILTER STRIPMax 7% Slope1432.50' (BR 2)1432.00' (BR 2)1431.50' (BR 2)1431.00' (BR 2)1427.50' (BR 2)1426.50' (BR 2)Inv. El. 1426.50' (BR 2) SYM. R E V I S I O N S DescriptionDateNo. BIORETENTION AREA ILSCXEE O R TIMOTHY C. BUHL,P.E.ST-4SDG1"=50'NOV, 2020DATE:SCALE:DRAWN:JOB:SHEET:PROPOSED WEDDING VENUE GREEK PEAK RESORT VIRGIL (T) CORTLAND CO. N.Y. PEAK RESORTS, INC. 2000 STATE ROUTE 392 CORTLAND , N.Y. 13045 DETAILS 1384'1383'1382'1381'100yr Spillway Outlet10' X 4' Broadcrested WeirInv. El. 1382.50'Concrete juntion box4" PVC Culvert, With 2" Orifice OutletInv. El. - 1381.0'Top of Berm CrestInv. El. 1384.50'Dry Pond FloorSurface Area = 1,639-SF80'L x 20.5'W +/-Forebay Weir 8' X 4'Inv. 1383.50'DRY POND FOREBAY1380'DRY PONDSECTION12" HDPEInv. El. - 1381.0'122LF @ S = 0.6%SYM. R E V I S I O N S DescriptionDateNo. POND ILSCXEE O R TIMOTHY C. BUHL,P.E.ST-7SDG1"=50'NOV 2020DATE:SCALE:DRAWN:JOB:SHEET:PROPOSED WEDDING VENUE GREEK PEAK RESORT VIRGIL (T) CORTLAND CO. N.Y. PEAK RESORTS, INC. 2000 STATE ROUTE 392 CORTLAND , N.Y. 13045 DETAILS 159015801510152015301550156015701490148015001510152015301451.0'REFERENCE HYDROCAD (HYDRAULIC & HYDROLOGIC) MODELING RESULTS PRESENTED WITH THESE PLANSExisting Subcatchment-1 (ESC-1)Existing Conditions - Area = 385,895-SF (8.86-AC)Surface Conditions & Soils:0.9% - 52D, Valois, Hydrologic Soil Group (HSG) B84.0% - 134D& E, Bath, Hydrologic Soil Group (HSG) C15.1% - 68C Volusia, Hydrologic Soil Group (HSG) DRunoff Curve Number = 58, Woods/Grass Comb. HSG B SoilsRunoff Curve Number = 72, Woods/Grass Comb. HSG C SoilsRunoff Curve Number = 79, Woods/Grass Comb. HSG D SoilsOverland Stormwater Runoff - Longest Flowpath = 1,162lf +/-Sheet Flow, Woods Lt. Underbrush - 100 LF @ S = 13.5% avg +/-Shallow Conc. Flow, Grassed Waterway - 1,062lf @ S = 17.2% avg +/-To Design Point - (DPE-1) ESC-18.86 - AC134D134E134D134D134D134E134D68C134D52D68C68CLONGEST FLOWPATH LONGEST FLOWPATH158015701560 1390 1420 1450 1470 1480 1500 1510153015401550 145 0 146 0 1470145 0 145 0 ESC-213.36 - ACExisting Subcatchment-2 (ESC-2)Existing Conditions - Area = 582,128-SF (13.36-AC)Surface Conditions & Soils:17.4% - 9A Trestle, 25A and B Chenango, Hydrologic Soil Gropu (HSG) A62.6% - 134D& E, Bath, Hydrologic Soil Group (HSG) C20.0% - 68C Volusia, Hydrologic Soil Group (HSG) DRunoff Curve Number = 32, Woods/Grass Comb. HSG A SoilsRunoff Curve Number = 72, Woods/Grass Comb. HSG C SoilsRunoff Curve Number = 79, Woods/Grass Comb. HSG D SoilsOverland Stormwater Runoff - Longest Flowpath = 1,699lf +/-Sheet Flow, Woods Lt. Underbrush - 100 LF @ S = 15.0% avg +/-Shallow Conc. Flow, Grassed Waterway - 1,018lf @ S = 15.0% avg +/-Trap/Vee Channel Flow - 581lf @ S = 14.6% avg +/-To Design Point - (DPE-2)134D68C9A68C68B25A25B68C68C68C68C134E134D134D134D134D134D134D134D134D134D134DLONGEST FLOWPATH LONGEST FLOWPATHNORTHDPE -1DPE -2SYM. R E V I S I O N S DescriptionDateNo. HYDROLOGIC AND HYDRAULIC ILSCXEE O R TIMOTHY C. BUHL,P.E.ST-8SDGN.T.S.NOV, 2020DATE:SCALE:DRAWN:JOB:SHEET:PROPOSED WEDDING VENUE GREEK PEAK RESORT VIRGIL (T) CORTLAND CO. N.Y. PEAK RESORTS, INC. 2000 STATE ROUTE 392 CORTLAND , N.Y. 13045 RUNOFF WORKSHEET EXISTING 1450.0'SlopeSlopeSlope1451.0'1451.0'Slope PSC-10.92- ACREFERENCE HYDROCAD (HYDRAULIC & HYDROLOGIC) MODELING RESULTS PRESENTED WITH THESE PLANSDPP -1Proposed Subcatchment-1 (PSC-1)Proposed Conditions - Area = 39,884-SF (0.92-AC)Surface Conditions & Soils:9.0% - 52D, Hydrologic Soil Group (HSG) B75.0% - 134D, Bath, Hydrologic Soil Group (HSG) C16.0% - 68C Volusia, Hydrologic Soil Group (HSG) DRunoff Curve Number = 98, Driveway and Building, HSG C & D SoilsRunoff Curve Number = 61, >75% Grass Cover, HSG B SoilsRunoff Curve Number = 74, >75%, Grass Cover, HSG C SoilsRunoff Curve Number = 80, >75% Grass Cover, HSG D SoilsOverland Stormwater Runoff - Longest Flowpath = 369lf +/-Sheet Flow, Smooth Surfaces - 100 LF @ S = 0.5% avg +/-Shallow Conc. Flow - 269lf @ S = 0.6% avg +/-To Design Point - (DPP-1)LONGEST FLOWPATHLawn Area1450.0'1451.0'SlopeProposed Subcatchment-2 (PSC-2)Proposed Conditions - Area = 57,220-SF (1.31-AC)Surface Conditions & Soils:7.4% 134D and 134E, Bath, Hydrologic Soil Group (HSG) C92.6% 68C Volusia, Hydrologic Soil Group (HSG) DRunoff Curve Number = 98, Driveway and Building, HSG D SoilsRunoff Curve Number = 74, >75% Grass Cover, HSG C SoilsRunoff Curve Number = 80, >75% Grass Cover, HSG D SoilsOverland Stormwater Runoff - Longest Flowpath = 225lf +/-Sheet Flow, Dense Grass - 51 LF @ S = 36% avg +/-Sheet Flow, Smooth Surfaces - 31lf @ S = 2.0% avg +/-Sheet Flow, Short Grass - 18lf @ S = 5.5% avg +/-Shallow Conc. Flow, Paved - 125lf @ S = 4.0% avg. +/-To Design Point - (DPP-1) PSC-21.31- ACLONGEST FLOWPATH134E134D68C68C68C68C68C68C134D134D134D52DForeBayForeBayParking ExpansionArea1440 14501460 1470 1440 145 0 146 0 F.G.145 0 145 0 17 + 0 0 17 + 0 0134D 68C68C68C68C68CProposed Subcatchment-3 (PSC-3)Proposed Conditions - Area = 145,667-SF (3.34-AC)Surface Conditions & Soils:39.0% 134D, Bath, Hydrologic Soil Group (HSG) C61.0% 68C Volusia, Hydrologic Soil Group (HSG) DRunoff Curve Number = 98, Driveway and Building, HSG C&D SoilsRunoff Curve Number = 65, Brush, HSG C SoilsRunoff Curve Number = 73, Brush, HSG D SoilsOverland Stormwater Runoff - Longest Flowpath = 539lf +/-Sheet Flow, Smooth Surfaces - 31lf @ S = 2.0% avg +/-Trap/Vee Channel Flow - 308 lf @ S = 4.4% avg +/-Circular Pipe 12" - 40 lf @ S = 6.2% avg +/-Trap Vee Channel Flow - 160 lf @ S = 2.5% avg +/-To Design Point - (DPP-2)Bioretention Area 1390 14001420 9A68C68B25A25B PSC-33.34 - AC PSC-42.94 - ACProposed Subcatchment-4 (PSC-4)Proposed Conditions - Area = 127,856-SF (2.94-AC)Surface Conditions & Soils:80.0% 9A Trestle, 25A and B Chenango, Hydrologic Soil Gropu (HSG) A20.0% 68B & C Volusia, Hydrologic Soil Group (HSG) DRunoff Curve Number = 98, Driveway and Building, HSG A&D SoilsRunoff Curve Number = 30, Brush, HSG A SoilsRunoff Curve Number = 73, Brush, HSG D SoilsOverland Stormwater Runoff - Longest Flowpath = 1,373lf +/-Sheet Flow, Dense Grass - 100lf @ S = 13.0% avg +/-Shallow Conc. Flow, Grassed Waterway - 53lf @ S = 13.0% avg +/-Trap/Vee Channel Flow - 1,220 lf @ S = 5.4% avg +/-To Design Point - (DPP-2)68C9A25A25A25BLONGEST FLOWPATHDPP -215901580151015201530155015601570149014801500151015201530 OSC-16.63 - ACOff-Site Subcatchment-1 (OSC-1)Off-Site Conditions - Area = 288,779-SF (6.63-AC)Surface Conditions & Soils:100.0% - 134D & E, Bath, Hydrologic Soil Group (HSG) CRunoff Curve Number = 72, Woods/Grass Comb, HSG C SoilsOverland Stormwater Runoff - Longest Flowpath = 1000lf +/-Sheet Flow, Woods/Lt. Underbrush - 100 LF @ S = 13.5% avg +/-Shallow Conc. Flow, Grassed Waterway - 850lf @ S = 13.5% avg +/-Trap/vee Channel Flow, 50lf @ S = 1.0% avg +/-To Design Point - (DPP-1)134D134E134D134D134D134D134ELONGEST FLOWPATH LONGEST FLOWPATH158015701560 1480 15001510153015401550 1470134D134E134D134D134D134D134D134D134D134D134DLONGEST FLOWPATH LONGEST FLOWPATH OSC-27.06 - ACDiversion SwaleDiversion SwaleOff-Site Subcatchment-2 (OSC-2)Off-Site Conditions - Area = 307,674-SF (7.06-AC)Surface Conditions & Soils:100.0% - 134D & E, Bath, Hydrologic Soil Group (HSG) CRunoff Curve Number = 72, Woods/Grass Comb, HSG C SoilsOverland Stormwater Runoff - Longest Flowpath = 1,481lf +/-Sheet Flow, Woods/Lt. Underbrush - 100 LF @ S = 15.0% avg +/-Shallow Conc. Flow, Grassed Waterway - 1,177lf @ S = 15.0% avg +/-Trap/vee Channel Flow, 204lf @ S = 3.9% avg +/-To Design Point - (DPP-2)NORTHDiversion SwaleDiversion SwaleDiversion SwaleDiversion SwaleDiversion SwaleSYM. R E V I S I O N S DescriptionDateNo. HYDROLOGIC AND HYDRAULIC ILSCXEE O R TIMOTHY C. BUHL,P.E.ST-9SDGN.T.S.NOV, 2020DATE:SCALE:DRAWN:JOB:SHEET:PROPOSED WEDDING VENUE GREEK PEAK RESORT VIRGIL (T) CORTLAND CO. N.Y. PEAK RESORTS, INC. 2000 STATE ROUTE 392 CORTLAND , N.Y. 13045 RUNOFF WORKSHEET NYSDEC eBusiness Portal System - NOI for coverage under Stormwate... https://nform-prod.dec.ny.gov/app/#/submissionwizard/8e51ee5e-b726-... 1 of 9 11/10/2020, 9:58 AM NYSDEC eBusiness Portal System - NOI for coverage under Stormwate... https://nform-prod.dec.ny.gov/app/#/submissionwizard/8e51ee5e-b726-... 2 of 9 11/10/2020, 9:58 AM NYSDEC eBusiness Portal System - NOI for coverage under Stormwate... https://nform-prod.dec.ny.gov/app/#/submissionwizard/8e51ee5e-b726-... 3 of 9 11/10/2020, 9:58 AM NYSDEC eBusiness Portal System - NOI for coverage under Stormwate... https://nform-prod.dec.ny.gov/app/#/submissionwizard/8e51ee5e-b726-... 4 of 9 11/10/2020, 9:58 AM NYSDEC eBusiness Portal System - NOI for coverage under Stormwate... https://nform-prod.dec.ny.gov/app/#/submissionwizard/8e51ee5e-b726-... 5 of 9 11/10/2020, 9:58 AM NYSDEC eBusiness Portal System - NOI for coverage under Stormwate... https://nform-prod.dec.ny.gov/app/#/submissionwizard/8e51ee5e-b726-... 6 of 9 11/10/2020, 9:58 AM NYSDEC eBusiness Portal System - NOI for coverage under Stormwate... https://nform-prod.dec.ny.gov/app/#/submissionwizard/8e51ee5e-b726-... 7 of 9 11/10/2020, 9:58 AM NYSDEC eBusiness Portal System - NOI for coverage under Stormwate... https://nform-prod.dec.ny.gov/app/#/submissionwizard/8e51ee5e-b726-... 8 of 9 11/10/2020, 9:58 AM NYSDEC eBusiness Portal System - NOI for coverage under Stormwate... https://nform-prod.dec.ny.gov/app/#/submissionwizard/8e51ee5e-b726-... 9 of 9 11/10/2020, 9:58 AM INDEX OF PLANNING BOARD ACTIONS – 2020 TOWN OF VIRGIL, CORTLAND COUNTY, NY MEETING DATE ACTION NO. DESCRIPTION 11/23/20 35 GREEK PEAK HOLDINGS, LLC, APPLICANT/REPUTED OWNER - 2000 NYS Route 392 - TM #127.09-03.110 - (T)Virgil Planning Board will hold a Special Meeting on Monday, 21 December 2020, 7 p.m., for Site Plan Review of a proposed wedding barn. (NOTE: Public Hearing held and closed,) Joan E. Fitch, Board Secretary Submitted via e-mail to (T) Virgil Clerk, Bd. Members, CEO & Atty. on 11/24/20. JF Storm Water Pollution Prevention Plan for Proposed Greek Peak Wedding Venue Town of Virgil County of Cortland, New York November 2020 Prepared by: Timothy C. Buhl, PE NYSPE#: 053134 For: Peak Resorts, Inc. 2000 State Route 392 Cortland, NY 13092 TABLE OF CONTENTS 1.0 EXECUTIVE SUMMARY .................................................................................. 1 2.0 INTRODUCTION ............................................................................................... 5 3.0 PROJECT DESCRIPTION ............................................................................... 7 4.0 RUNOFF REDUCTION VOLUME .................................................................. 9 5.0 STORM WATER POLLUTION PREVENTION MEASURES AND CONTROLS ....................................................................................................... 11 6.0 LOCAL PLANS ................................................................................................. 15 7.0 STATE HISTORIC PRESERVATION .......................................................... 14 8.0 ENVIRONMENTAL MAPPING ..................................................................... 15 9.0 INSPECTIONS AND SYSTEM MAINTENANCE ....................................... 15 10.0 POST CONSTRUCTION INSPECTION, OPERATION AND MAINTENANCE………..…… ........................................................................... 17 ATTACHMENTS Attachment A: Notice of Intent, (NOI) and MS4 Acceptance Form (if applicable) Attachment B: Notice of Termination, (NOT) Attachment C: Certification Forms Attachment D: State Historic Preservation Mapping Attachment E: Environmental Mapping Attachment F: Inspection Report (Sample Form) Attachment G: Record of Stabilization and Construction Activity Dates Attachment H: Vegetative and Structural Measures for Erosion and Sediment Control New York State Standards & Specifications for Erosion and Sediment Control Attachment I: NYSDEC Stormwater Controls Construction Checklist Attachment J: NYSDEC Controls Operation & Maintenance Check List Attachment K: Stormwater Management Summary 1.0 EXECUTIVE SUMMARY The engineer, owner and all contractors involved with construction activity that disturb site soil or who implement pollutant control measures identified in the Storm Water Pollution Prevention Plan (SWPPP) are responsible for complying with the requirements set forth in the New York State Department of Environmental Conservations SPDES General Permit from Construction Activity Permit No. GP-0-20-001 and any local and/or state governing agencies having jurisdiction with regards to erosion and sediment control. The requirements of the SPDES Permit are as follows: A. Owner: Peak Resorts, Inc. 2000 State Route 392 Cortland, NY 13092 (607) 543-0841 Project Site: Tax Map ID 127.00-09-03.110 NYS Route 392 Virgil, NY 13045 This project is not subject to the requirements of a regulated, traditional land use control MS4. As such, item 1 below is not required. Items 2 though 4 must be met before a construction activity is authorized to discharge stormwater. 1. An owner or operator that is subject to the requirements of a regulated, traditional land use control MS4, must have its SWPPP reviewed and accepted by the regulated MS4 prior to submitting the NOI to the Department. The owner or operator shall then have the “MS4 SWPPP Acceptance Form,” as provided in Attachment A, authorized by the MS4 and submitted to the Department along with the NOI for approval. 2. Complete the Notice of Intent (NOI) provided in Attachment A and forward to the recipients following this section. Five (5) business days from the date the Department receives a complete electronic version of the NOI (eNOI) for construction activities with a SWPPP that has been preopared in conformance with the design criteria in the technical standard referenced in Part III.B.1. of the SPDES General Permit and the performance cirteria in the technical standard referenced in Parts III.B., 2 or 3 of the SPDES general permit, for construction activities that require post-construction stormwater management practices pursuant to Part III.C. of the SPDES General Permit; or Stormwater Pollution Prevention Plan Greek Peak Wedding Venue (T) Virgil, NY 2 | Page 3. Sixty (60) business days from the date the Department receives a complete NOI (electronic or paper version) for construction activities with a SWPPP that has not been prepared in conformance with the design criteria in technical standard referenced in Part III.B.1. or, for construction activities that require post-construction stormwater management practices pursuant to Part III.C., the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, or; 4. Ten (10) business days from the date the Department receives a complete paper version of the NOI for construction activities with a SWPPP that has not been prepared in conformance with the design criteria in technical standard referenced in Part III.B.1. or, for construction activities that require post-construction stormwater. NYS Department of Environmental Conservation (DEC) Division of Water 625 Broadway, 4th Floor Albany, New York 12233-3505 Town of Virgil Town Hall 1176 Church Street Virgil, New York 13045 (607) 835-6174 All notifications shall be sent via certified mail with return receipt. Copies of mailing receipts shall be kept on record at the project site with the SWPPP and shall be considered part of the contract documents. The Town’s representative shall be included in the pre-construction meeting. Copies of the SWPPP must be provided to the Town of Virgil once all signatures and attachments are complete. B. A copy of the General Construction Permit (GP-0-20-001), Notice of Intent (NOI), NOI acknowledgement letter received by the DEC, and MS4 Acceptance Form (if applicable), shall be posted in a prominent place for public viewing at the project site. C. A complete copy of the SWPPP, NOI, NOI Acknowledgement letter, MS4 Acceptance form (if applicable), including copies of all inspection reports, plan revisions, etc., must be retained at the project site at all times during working hours and kept as part of the permanent project records for a duration of no less than five (5) years following submission of the Notice of Termination (NOT). Stormwater Pollution Prevention Plan Greek Peak Wedding Venue (T) Virgil, NY 3 | Page D. The site development contractors must provide names and addresses of all subcontractors working on the project who will be involved with the major construction activities that will result in soil disturbance. The Owner shall ensure that each contracting firm identifies one trained individual who will be responsible for implementation of the SWPPP. The owner shall also ensure that at least one trained individual is on site daily when soil disturbance activities are being performed. This information must be retained as part of the SWPPP. E. The site development contractor and all subcontractors involved with the major construction activities that disturb site soil must sign a copy of the appropriate certification statement included in Attachment C along with the identity of the appropriate trained individual as described in paragraph D of this section. F. Regular inspections must be made to determine effectiveness of the SWPPP. It would be modified as needed to prevent pollutants from discharging from the site. The inspector must be a person familiar with the site, the nature of the major construction activities, and qualified to evaluate both overall system performance and individual component performance. Additionally, the inspector must either be someone empowered to implement modifications to the SWPPP and the pollutant control devices, if needed, in order to increase effectiveness to an acceptable level, or someone with the authority to cause such events to happen. G. This SWPPP must be updated each time there is a significant modification to the pollutant prevention system or a change of contractors working on the project who may disturb site soil. The site development contractor must notify the governing agency(s) as soon as these modifications are implemented. H. Discharge of oil or other hazardous substances into the storm water is subject to reporting and cleanup requirements. Refer to Part I.B.1.d of the SPDES General Permit for additional information. Copies of the SPDES General Permit and the Notice of Intent Forms may be found on-line. I. Notice of Termination (NOT) - Once the site reaches final stabilization upon completion of the project, Peak Resorts Inc., as Owner, may terminate coverage of SPDES permit coverage by submitting a Notice of Termination, Form (included in Attachment B), when one or more of the following conditions are met: 1. Total Project Completion - All construction activity identified in the SWPPP has been completed; and all disturbance have achieved final Stormwater Pollution Prevention Plan Greek Peak Wedding Venue (T) Virgil, NY 4 | Page stabilization and all temporary, structural erosion and sediment control measures have been removed, and all post-construction stormwater management practices have been constructed in conformance with the SWPPP and are operational. 2. Planned shutdown with partial project completion – All soil disturbance activities have ceased; and all areas disturbed as of the project shut down date have achieved final stabilization, and all temporary, structural erosion and sediment control measures have been removed, and all post- construction stormwater management practices have been constructed in conformance with the SWPPP and are operational. 3. A new owner or operator has obtained coverage under the General SPDES Permit in accordance with Part II.E. 4. The owner or operator obtains coverage under an alternative SPDES General Permit or individual SPDES permit. For construction activities meeting 1.0.I above, the owner or operator shall have a qualified inspector perform a final site inspection prior to submitting the NOT. The qualified inspector shall, by signing the “final stabilization” and “Post-Construction Stormwater Management Practice certification statements on the NOT, certify that all requirements of the SPDES General Permit have been met. Further, construction activities subject to the requirements of a regulated, transitional land use control MS4, must have the MS4 sign the “MS4 acceptance” statement on the NOT, indicating that the project has been constructed in accordance SPDES General Permit requirements. Lastly, for construction activities that require post-construction stormwater management practices, the owner or operator must, prior to submitting the NOT, ensure one of the following: 1. The post-construction stormwater management practices and any right of ways needed to maintain such practices have been deeded to the municipality in which the practice is located. 2. An executed maintenance agreement is in place with the municipality that will maintain the post-construction stormwater management practices. 3. If the post-constructed management practices are privately owned, the owner or operator must have a mechanism in place that requires operation and maintenance of the practices in accordance with the Stormwater Pollution Prevention Plan Greek Peak Wedding Venue (T) Virgil, NY 5 | Page operation and maintenance plan, such as a deed covenant in the owner or operator’s deed of record. 4. If the post-constructed practices are owned by a public or private institution, government agency or authority, or public utility, the owner or operator has policy and procedure in place that ensures operation and maintenance of the practices in accordance with the operation and maintenance plan. J. This SWPPP intends to control water-borne and liquid pollutant discharges by some combination of interception, filtration, and containment. The general contractor and subcontractors implementing this SWPPP must remain alert to the need to periodically refine and update the SWPPP in order to accomplish the intended goals. K. This SWPPP must be amended as necessary during the course of construction in order to keep it current with the pollutant control measures utilized at the site. Amending the SWPPP does not mean that it has to be reprinted. It is acceptable to add addenda, sketches, new sections, and/or revised drawings. L. A record of the dates when major grading activities occur, when construction activities temporarily or permanently cease on a portion of the site, and when stabilization measures are initiated must be maintained until the NOT is filed. A log for keeping such records is included in Attachment G. A different form for the log may be substituted if it is found to be more useful. 2.0 INTRODUCTION This SWPPP has been prepared for major activities associated with the construction of a wedding venue including catering facility, parking areas, walks, driveway, and associated public water and sewer utilities. The Peak Resorts, Inc. project is located in the Town of Virgil, New York approximately 2,700 feet east of the intersection of Page Green Road and NYS 392 and 1,000 feet west of the Greek Peak Clute Road loop. The property sits within a drainage area of approximately 22.22-AC of which, the cumulative land disturbance will be approximately 2.38 acres. The new total impervious cover added to the site will be 28% based on the calculated ratio of proposed new impervious surface area to existing pervious. Reference the Project Plans for the permanent stormwater management facilities planned. This SWPPP includes the elements necessary to comply with the SPDES General Permit for Stormwater Discharges GP-0-20-001 administered by the New York State Department of Environmental Protection, the U.S. Environmental Protection Agency (EPA) under the National Pollutant Discharge Elimination System (NPDES) program and all local governing agency requirements. This SWPPP must be implemented at the start of construction. Stormwater Pollution Prevention Plan Greek Peak Wedding Venue (T) Virgil, NY 6 | Page Construction phase pollutant sources anticipated at the site are disturbed (bare) soil, vehicle fuels and lubricants, chemicals associated with building construction, and building materials. Without adequate control there is the potential for each type of pollutant to be transported by storm water. Aside from the commercial construction, the project includes, asphalt driveways, an access road, landscaping, public water and public sewer, as well as connections to other service utilities ie. (gas, electric, phone). Permanent stormwater management facilities are proposed including five (5) diversion swales, two (2) bioretention areas, one (1) dry pond and, associated grassed swales leading into the practices. The basins will provide water quality volume treatment and quantity attenuation necessary to satisfy requirements to control runoff to less than pre-developed conditions as required by the NYSDEC General SPDES Permit. Please see Attachment K for this information. A. Purpose The major goal of pollution prevention efforts during project construction is to control the migration of soil and pollutants that originate on-site and prevent them from impacting surface waters and the environment. The purpose of this SWPPP is to provide guidelines for achieving that goal. A successful pollution prevention program also relies upon careful inspection and adjustments during the construction process in order to enhance its effectiveness. B. Scope This SWPPP must be implemented before construction begins on the site. It primarily addresses the impact of storm rainfall and runoff in areas of the ground surface disturbed during the construction process. In addition, there are recommendations for controlling other sources of pollution that could accompany the major construction activities. This SWPPP will terminate when disturbed areas are stabilized, construction activities covered herein have ceased, and a completed Notice of Termination (NOT) is mailed to the governing agency requiring the NOT. See Section 1.0.I for specific NOT eligibility requirements. Particular forms are included which are necessary for implementing the SWPPP. The SPDES General Permit for Storm Water Discharges from Construction Activities prohibits most non-storm water discharges during the construction phase. Allowable non-storm water discharges that could occur during Stormwater Pollution Prevention Plan Greek Peak Wedding Venue (T) Virgil, NY 7 | Page construction on this project, which would therefore be covered by the General Permit, include: 1. Discharges from fire fighting activities; 2. Fire hydrant flushing; 3. Waters to which cleansers or other components have not been added that are used to wash vehicles or control dust; 4. Routine external building washdown which does not use detergents; 5. Irrigation drainage; 6. Uncontaminated discharges from construction site de-watering operations; 7. External building wash down which does not use detergents; 8. Runoff from pavement wash down where spills or leaks of toxic or hazardous materials have not occurred (unless all spilled material has been removed) and where detergents have not been used; 9. Air conditioning condensate; 10. Springs and uncontaminated groundwater; and 11. Foundation or footing drains where flows are not contaminated with process materials such as solvents. The techniques described in this SWPPP focus on providing control of pollutant discharges with practical approaches that utilize readily available expertise, materials, and equipment. The Owner/Developer referred to in this SWPPP is Peak Resorts, Inc., who will be responsible for full development and build-out of the subject parcel. 3.0 PROJECT DESCRIPTION Described below are the major construction activities that are subject to this SWPPP. The Owner shall not disturb greater than five (5) acres of soil at any one time without prior written authorization from the DEC, or, in areas under the Stormwater Pollution Prevention Plan Greek Peak Wedding Venue (T) Virgil, NY 8 | Page jurisdiction of a regulated MS4, authorization by that municipality. They are presented in the order (or sequence) they are expected to begin, but each activity will not necessarily be completed before the next begins. Install erosion and sediment control measures as shown on Drainage, Sediment and Erosion Control Plans, down slope from construction activities that disturb site soil before disturbance of soil; CONSTRUCTION PHASE 1 A. Construction of stabilized construction entrance(s); B. Placement of silt fence; C. Construction of development roadway to gain access to each individual construction area. D. Construction of the diversion swales, bioretention areas, dry pond and associated access road swales necessary to bring runoff into practice(s) from areas as shown on design plans ST-9. E. Construction activities for the development of buildings and associated driveway/parking area: a. Construct driveways and individual lot temporary parking; b. Construct general utility services (ie. water and sewer piping, storm piping, etc.) c. Construct buildings; d. Construct other utility service connections (gas, electric, phone); Note: For all Underground Utilities – Sediment barriers such as silt fencing, proper seeding and mulching will be utilized as required to bind the down slope side of utility construction and soil stockpiles; F. Remove any accumulated sedimentation from the bioretention area and dry pond forebays, and associated swales. Return property to permanent lines and grades; G. Final Grading Mulching & Seeding – Sediment barriers will be maintained down slope from disturbed soil during these operations; Stormwater Pollution Prevention Plan Greek Peak Wedding Venue (T) Virgil, NY 9 | Page H. Completion of site stabilization, ie. Vegetative cover, driveway surface. Sediment & Erosion Controls to remain in place until vegetative cover reaches 80% density. I. Notes on soil restoration – a. Areas with no soil disturbance or minimal disturbance activities do not need to follow special restoration procedures. b. Areas where topsoil is stripped away only (with no changes in grade), shall apply 6” of new top soil (HSG A & B soils). If HSG C&D soils, aerate with use of tractor-drawn implements with coulters by making a narrow slit in the soil, or a roller with spikes making indentations in the soil, the apply 6” of topsoil. c. HSG A&B soils that have been cut or filled shall be restored with aeration followed by 6” of top soil. C&D soils shall apply full soil restoration as per “Deep Ripping and De-compaction, DEC 2008.” d. Heavy traffic areas, particularly in an area 5-25’ around buildings shall apply full soil restoration. e. Areas where runoff reduction and/or infiltration practices are applied need no restoration but may be applied to enhance the reduction specified for appropriate practices. f. Redevelopment projects require soil restoration where existing impervious areas will be converted to pervious areas. 4.0 RUNOFF REDUCTION VOLUME This project follows guidelines set forth by the DEC for runoff reduction. Chapter 3 of the New York State Stormwater Management Design Manual requires a five step planning process to document compliance with required processes. Step 1 – Protect natural resources and utilize site hydrology This planning step is designed to preserve area natural resources by protecting areas, avoiding sensitive locations, and minimizing grading and soil disturbances. There were no erodible soils, critical areas, wetlands, riparian buffer areas, or locally listed protected areas. Stormwater Pollution Prevention Plan Greek Peak Wedding Venue (T) Virgil, NY 10 | Page Another component of the planning process is an evaluation of all green infrastructure practices that might be acceptable for runoff reduction on site. This project will utilize bioretention areas. The selection process is described as follows: o Conservation of natural areas – Pre-development hydrology and water quality characteristics of undisturbed natural areas remains unaltered. o Sheetflow to riparian buffers – None were available on-site. o Vegetated open swales – Site runoff will be collected and directed to specific treatment practices by way of diversion swales and direct sheet flow. o Tree planting/tree box – This was not a specific reduction practice considered for this project. o Disconnection of rooftop runoff – No availability. o Stream daylighting for redevelopment projects – None on site. o Bioswale – Bioretention areas will be used for treatment. o Green roof – This practice was cost prohibitive to the project and is impractical for individual homes. As such, this option was not considered. o Stormwater planters – Not used. o Rain cistern – This practice was considered impractical for the overall usage and square footage of the developed parcels. Source control measures using bioretention areas were considered instead. o Porous pavement - This practice was cost prohibitive to the project and as such, this was not considered. Step 2 – Determine Overall Water Quality Treatment Volume (WQv) See Attachment K for the calculation summary. Step 3 – Runoff reduction by applying green infrastructure technology and standard SMPs. Green infrastructure techniques were evaluated to potentially reduce the overall water quality volume. Green infrastructure practices used for this project were Stormwater Pollution Prevention Plan Greek Peak Wedding Venue (T) Virgil, NY 11 | Page identified in Steps 1 and 2. The majority of site controls was through the use of bioretention areas in overall water quality volume and runoff reduction volume calculations. As shown in Attachment K, minimum requirements for runoff reduction volume were met. Step 4 – Provide standard practices to address remaining water quality volume A dry pond will be used to provided for the remaining water quality volume after runoff reduction practices. Reference Attachment K for the overall treatment calculations. Step 5 – Apply volume and peak rate control practices if still required Peak rate control is met using two bioretention areas and a dry pond. The practices reduce runoff from the proposed development to less than pre-developed conditions. See modeling report output for further information. 5.0 STORM WATER POLLUTION PREVENTION MEASURES AND CONTROLS Various erosion and sediment control measures have been incorporated into the design of the project, Reference Stormwater, Sediment and Erosion Control Plans accompanying this SWPPP. These measures will be implemented during construction to minimize soil erosion and to protect the character and integrity of downstream receiving waters. Two bioretention areas, a dry pond, five diversion swales, and associated grassed swales leading into the practices will remain upon completion of the project to control the quality and quantity of storm water runoff from the developed site. The site development contractor shall take all appropriate precautions to prevent soil erosion and discharge of sediment and other pollutants to receiving water bodies and wetlands. Specific measures are outlined in this plan. In general, disturbance areas shall be limited to the smallest practical areas at any given time, and the areas are to be reseeded as soon as possible. During construction the measures outlined in this document and shown on the plans are to be installed as described. Additional measures may be warranted or required by site and climatic conditions. Specific erosion control measures, designed to minimize soil loss, and sediment control measures devised to retain eroded soil and prevent it from reaching water bodies or adjoining properties have been developed in accordance with the New York State Stormwater Management Design Manual, 2015, NYSDEC and New York Stormwater Pollution Prevention Plan Greek Peak Wedding Venue (T) Virgil, NY 12 | Page Standards & Specifications for Erosion and Sedimentation Control, November 2016. Reference Attachment H for copy of Vegetative and Structural, Measures for Erosion and Sediment Control, New York State Standards & Specifications for Erosion and Sedimentation Control. (Vegetative; November 2016, Structural; August 2005) A variety of storm water pollutant controls are recommended for this project. Some controls are intended to function temporarily and will be used as needed for pollutant control during the construction period. These include temporary sediment and erosion control measures as shown on the plans and permanent stormwater facilities including, bioretention areas, dry pond, diversion swales, and grassed swales. For all disturbed areas, permanent stabilization will be accomplished by covering the disturbed soil with vegetation, pavement, or commercial structures. A. Erosion and Sediment Controls 1. Soil Stabilization – The purpose of soil stabilization is to prevent soil from leaving the site. In the natural condition, soil is stabilized by native vegetation. The primary technique to be used under this project for stabilizing site soil will be to provide a protective cover of turf grass, pavement, or building structure. a. Temporary Seeding - Where land disturbance is necessary, temporary seeding with fast-germinating temporary seed and a protection of mulch must be used on areas which will be exposed for more than 14 days. b. Permanent Seeding – All areas at final grade must be seeded and mulched within 7 days after completion of the major activity. c. Structural Controls – The storm water will be managed on site utilizing proposed site grading, bioretention areas, a dry pond, and associated swale drainage systems. Their design is shown on the Project Site Stormwater Plans. Final site stabilization is achieved when there is a uniform 80 percent density of permanent vegetation on all previously disturbed soil surfaces, exclusive of areas that have been paved. B. Other Pollutant Controls Control of sediments has been described previously. Other aspects of this SWPPP are listed below: Stormwater Pollution Prevention Plan Greek Peak Wedding Venue (T) Virgil, NY 13 | Page 1. Dust Control – Construction traffic must enter and exit the site at the stabilized construction/driveway entrance. The purpose is to trap dust and mud that would otherwise be carried off-site by construction traffic. Dust control must be provided by the general contractor to a degree that is acceptable to the Owner, and in compliance with applicable local and state dust control regulations. After construction, the site will be stabilized (as described elsewhere), which will reduce the potential for dust generation. 2. Solid Waste Disposal – No solid materials, including building materials, are allowed to be discharged from the site with storm water. All solid waste, including disposable materials incidental to the major construction activities, must be collected and placed in containers. The containers will be emptied periodically by a contract trash disposal service and hauled away from the site. Substances that have the potential for polluting surface and/or groundwater must be controlled by whatever means necessary in order to ensure that they do not discharge from the site. As an example, special care must be exercised during equipment fueling and servicing operations. If a spill occurs, it must be contained and disposed so that it will not flow from the site or enter groundwater, even if this requires removal, treatment, and disposal of soil. In this regard, potentially polluting substances should be handled in a manner consistent with the impact they represent. 3. Sanitary Facilities – All personnel involved with construction activities must comply with state and local sanitary or septic system regulations. Temporary sanitary facilities will be provided at the site throughout the construction phase. They must be utilized by all construction personnel and will be serviced by a commercial contractor. 4. Water Source – Non-storm water components of site discharge must be clean water. Water used for construction, which discharges from the site, must originate from a public water supply or private well approved by the State Health Department. Water used for construction that does not originate from an approved public supply must not discharge from the site. It can be retained in temporary ponds until it infiltrates and evaporates. 5. Long-Term Pollutant Controls – Storm water pollutant control measures installed during construction that will also provide benefits Stormwater Pollution Prevention Plan Greek Peak Wedding Venue (T) Virgil, NY 14 | Page after construction, include two (2) bioretention areas, one (1) dry pond, five (5) diversion swales, and associated grassed swales leading to the practices. Those sediment barriers, such as check dams, that do not interfere with normal operations and appear to provide long-term benefits can be left in place after construction is completed. All silt fencing must be removed once the site has received proper stabilization. C. Construction Phase “Best Management Practices” During the construction phase, the general contractor will implement the following measures: 1. Permanent traffic corridors shall be established and “routes of convenience” shall be avoided; 2. Preservation of existing vegetation as much as possible. Following the completion of construction activities in any portion of the site permanent vegetation shall be established an all exposed soils; 3. Site preparation activities shall be planned to minimize the area and duration of soil disruption; 4. Minimizing soil erosion and sedimentation by stabilization of disturbed areas and by removing sediment from construction site discharges; 5. Material resulting from the clearing and grubbing operation will be stockpiled up slope from adequate sedimentation controls. 6. The general contractor will designate areas for equipment cleaning, maintenance, and repair. The general contractor and subcontractors will utilize those areas. The areas will be protected by a temporary perimeter berm. 7. Use of detergents for large scale washing is prohibited (i.e., vehicles, buildings, pavement surfaces, etc.) 8. Chemicals, paints, solvents, fertilizers, and other toxic material must be stored in waterproof containers. Except during application, the contents must be kept in trucks or within storage facilities. Runoff containing such material must be collected, removed from the site, treated and disposed at an approved solid waste or chemical disposal facility. Stormwater Pollution Prevention Plan Greek Peak Wedding Venue (T) Virgil, NY 15 | Page 6.0 LOCAL PLANS In addition to this SWPPP, construction activities associated with this project must comply with any guidelines set forth by local and state regulatory agencies. Reference Project Plans and the Stormwater Management Design Summary (Attachment K) prepared to meet Local and State requirements for post- development stormwater quantity & quality. 7.0 NYSHPO A search was conducted on the New York State Parks, Recreation and Historic Preservation Office website to identify whether the subject parcel is listed under natural or historic places registration, or if the area resides within an archaeologically sensitive location. Attachment D, includes a “grey map” indicating that the property is not within a sensitive area. 8.0 ENVIRONMENTAL MAPPING A search was conducted on the Cortland County, New York State, and Federal Inventory websites to identify any areas with known wetlands, protected plants or animal species, or any significant environmental concerns that could be impacted by this project. No issues or concerns were noted. Please see Attachment E for screen prints of this review. 9.0 INSPECTIONS AND SYSTEM MAINTENANCE Between the time this SWPPP is implemented and final site stabilization is achieved, all disturbed areas and pollutant controls must be inspected at least once every seven calendar days by a licensed professional or Qualified Inspector, as identified by the SPDES General Permit. The purpose of site inspections is to assess performance of pollutant controls. The inspections will be conducted by an independent third party Qualified Inspector to be provided by the Owner using a form similar to the example provided in Attachment F. The Owner/Operator will also be required to arrange for a designated Trained Contractor (as defined by the SPDES General Permit) to be responsible for the management of this SWPPP during construction, while on-site. Based on these inspections, the Trained Contractor will decide whether it is necessary to modify this SWPPP, add or relocate sediment barriers, or whatever else may be needed in order to prevent pollutants from leaving the site via storm water runoff. The Trained Contractor has the duty to cause pollutant control measures to be repaired, modified, maintained, supplemented, or whatever else is necessary in order to achieve effective pollutant control. Stormwater Pollution Prevention Plan Greek Peak Wedding Venue (T) Virgil, NY 16 | Page Examples of particular items to evaluate during site inspections are listed below. This list is not intended to be comprehensive. During each inspection the inspector must evaluate overall pollutant control system performance as well as particular details of individual system components. Additional factors should be considered as appropriate to the circumstances. A. Construction of stormwater facilities. Insure facilities are constructed substantially in accordance with the plans. (Also, Reference Attachment I for sample inspection checklist - NYSDEC Stormwater Construction Checklist): B. Locations where vehicles enter and exit the site must be inspected for evidence of off-site sediment tracking. A stabilized construction entrance will be constructed where vehicles enter and exit. This entrance will be maintained or supplemented as necessary to prevent sediment from leaving the site on vehicles. C. Sediment barriers must be inspected and, if necessary, they must be enlarged or cleaned in order to provide additional capacity. All material from behind sediment barriers will be stockpiled on the up slope side. Additional sediment barriers must be constructed as needed. D. Inspections will evaluate disturbed areas and areas used for storing materials that are exposed to rainfall for evidence of, or the potential for, pollutants entering the drainage system. If necessary, the materials must be covered or original covers must be repaired or supplemented. Also, protective berms must be constructed, if needed, in order to contain runoff from material storage areas. E. Grassed areas will be inspected to confirm that a healthy stand of grass is maintained. The site has achieved final stabilization once all areas are covered with building foundation or pavement, or have a stand of grass with at least 80 percent density. The density of 80 percent or greater must be maintained to be considered as stabilized. Areas must be watered, fertilized, and reseeded as needed to achieve this goal. F. All discharge points must be inspected to determine whether erosion control measures are effective in preventing significant impacts to receiving waters. Based on inspection results, any modification necessary to increase effectiveness of this SWPPP to an acceptable level must be made within seven calendar days of the inspection. The inspection reports must be completed entirely and additional remarks should be included if needed to fully describe a situation. An important aspect of the inspection report is the description of additional measures that need to be taken to enhance plan effectiveness. The inspection report must identify Stormwater Pollution Prevention Plan Greek Peak Wedding Venue (T) Virgil, NY 17 | Page whether the site was in compliance with the SWPPP at the time of inspection and specifically identify all incidents of non-compliance. Inspection reports must be kept on file by the Trained Contractor as an integral part of this SWPPP for at least five years from the date of completion and filing of NOT for the project. Ultimately, it is the responsibility of the site Trained Contractor to assure the adequacy of site pollutant discharge controls. Actual physical site conditions or contractor practices could make it necessary to install more structural controls than are shown on the plans. (For example, localized concentrations of runoff could make it necessary to install additional sediment barriers.) Assessing the need for additional controls and implementing them or adjusting existing controls will be a continuing aspect of this SWPPP until the site achieves final stabilization. 10.0 POST CONSTRUCTION INSPECTION, OPERATION AND MAINTENANCE PLAN A. Maintenance Responsibility Short and Long term maintenance responsibilities for the bioretention areas, dry pond and swales will be by owner, Peak Resorts, Inc. Specifically, the Owner is be aware that the following shall be incorporated into the project as part of an O&M post construction management plan: 1. A sign shall be erected in a conspicuous area (ie. close proximity to each developed practice) to identify each stormwater management practice including: the bioretention areas, dry pond, grassed swales, and perimeter diversion swale,. The sign shall be of a size not less than 18” x 24” (or 10” x 12” for footprints smaller than 400 SF) bearing the following information: STORMWATER MANAGEMENT PRACTICE Project Identification (SPDES Permit #) [bioretention areas, dry pond, swales], (insert structure description as appropriate) Must be maintained in Accordance with O&M Plan 2. Maintenance responsibility for individual basins and swale, shall lie with each Peak Resorts, Inc. Stormwater Pollution Prevention Plan Greek Peak Wedding Venue (T) Virgil, NY 18 | Page 3. Copies of the practice designs and details shall be kept on record and be made available at all times. Copies shall also be forwarded to the Town of Virgil for archival purposes. B. Sediment & Debris Removal Silt/sediment shall be removed from forebays of the bioretention areas, and dry pond when the accumulation exceeds 6 inches. The removed sediments shall be disposed in an acceptable manner (ie. Landfill) C. Inspection & Periodic Maintenance To ensure the continued operation and long term performance of the proposed stormwater management system(s), inspections shall be conducted periodically for the first few months following construction and then on an annual basis. Site inspection should also be performed following major storm events (i.e., intense storms, thunder storms, cloud bursts, etc.). Items to check for include, but are not limited to the following: (Reference Attachment J for complete inspection checklist - NYSDEC Stormwater Operation, Maintenance and Management Inspection Checklists): i) Embankment & Structural; Check basin embankments, outlets and spillways note cracks, bulges, animal burrows, differential settlement, damage to or fatigue of stormwater pipe, structures and permanent erosion control. Components of the system that require repair or replacement should be addressed immediately following identification. Check pipes, channels, grates, inlet structures and spillways to insure design capacity. Look for objects or accumulations of sediments and debris obstructing flow path. ii) Vegetation; Preclude deep rooted woody plant growth on structure embankment by mowing at least once annually. Maintain a dense vigorous growth of grass cover. Spot seed, mulch and fertilize where necessary. Attachment A: Notice of Intent, (NOI) and MS4 Acceptance Form (if applicable) NYSDEC eBusiness Portal System - NOI for coverage under Stormwate... https://nform-prod.dec.ny.gov/app/#/submissionwizard/8e51ee5e-b726-... 1 of 9 11/10/2020, 9:58 AM NYSDEC eBusiness Portal System - NOI for coverage under Stormwate... https://nform-prod.dec.ny.gov/app/#/submissionwizard/8e51ee5e-b726-... 2 of 9 11/10/2020, 9:58 AM NYSDEC eBusiness Portal System - NOI for coverage under Stormwate... https://nform-prod.dec.ny.gov/app/#/submissionwizard/8e51ee5e-b726-... 3 of 9 11/10/2020, 9:58 AM NYSDEC eBusiness Portal System - NOI for coverage under Stormwate... https://nform-prod.dec.ny.gov/app/#/submissionwizard/8e51ee5e-b726-... 4 of 9 11/10/2020, 9:58 AM SWPPP Preparer Certification Form SPDES General Permit for Stormwater Discharges From Construction Activity (GP-0-20-0 01) Project Site Information Project/Site Name Owner/Operator Information Owner/Operator (Company Name/Private Owner/Municipality Name) Certification Statement – SWPPP Preparer I hereby certify that the Stormwater Pollution Prevention Plan (SWPPP) for this project has been prepared in accordance with the terms and conditions of the GP-0-20-001. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of this permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. First name MI Last Name Signature Date Revised: January 2020 NYSDEC eBusiness Portal System - NOI for coverage under Stormwate... https://nform-prod.dec.ny.gov/app/#/submissionwizard/8e51ee5e-b726-... 5 of 9 11/10/2020, 9:58 AM NYSDEC eBusiness Portal System - NOI for coverage under Stormwate... https://nform-prod.dec.ny.gov/app/#/submissionwizard/8e51ee5e-b726-... 6 of 9 11/10/2020, 9:58 AM NYSDEC eBusiness Portal System - NOI for coverage under Stormwate... https://nform-prod.dec.ny.gov/app/#/submissionwizard/8e51ee5e-b726-... 7 of 9 11/10/2020, 9:58 AM NYSDEC eBusiness Portal System - NOI for coverage under Stormwate... https://nform-prod.dec.ny.gov/app/#/submissionwizard/8e51ee5e-b726-... 8 of 9 11/10/2020, 9:58 AM NYSDEC eBusiness Portal System - NOI for coverage under Stormwate... https://nform-prod.dec.ny.gov/app/#/submissionwizard/8e51ee5e-b726-... 9 of 9 11/10/2020, 9:58 AM Owner/Operator Certification Form SPDES General Permit For Stormwater Discharges From Construction Activity (GP-0-20-001) Project/Site Name: ________________________________________________________ eNOI Submission Number: _________________________________________________ eNOI Submitted by: Owner/Operator SWPPP Preparer Other Certification Statement - Owner/Operator I have read or been advised of the permit conditions and believe that I understand them. I also understand that, under the terms of the permit, there may be reporting requirements. I hereby certify that this document and the corresponding documents were prepared under my direction or supervision. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. I further understand that coverage under the general permit will be identified in the acknowledgment that I will receive as a result of submitting this NOI and can be as long as sixty (60) business days as provided for in the general permit. I also understand that, by submitting this NOI, I am acknowledging that the SWPPP has been developed and will be implemented as the first element of construction, and agreeing to comply with all the terms and conditions of the general permit for which this NOI is being submitted. Owner/Operator First Name M.I. Last Name ___________________________________________________________ Signature ________________________________ Date New York State 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: 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 Attachment B: Notice of Termination, (NOT) Attachment C: Certification Forms CONTRACTOR and SUBCONTRACTOR CERTIFICATION STATEMENT A copy of this signed contractor certification statement must be maintained at the SWPPP on site for the New York State Department of Environmental Conservation (DEC) State Pollutant Discharge Elimination System Permit for Stormwater Discharges from Construction Activity (GP-0-10-001) As per Part III.A.6 on page 13 of GP-0-10-001 (effective January 29, 2010): ‘Prior to the commencement of construction activity, the owner or operator must identify the contractor(s) and subcontractor(s) that will be responsible for installing, constructing, repairing, replacing, inspecting and maintaining the erosion and sediment control practices included in the SWPPP; and the contractor(s) and subcontractor(s) that will be responsible for constructing the post- construction stormwater management practices included in the SWPPP. The owner or operator shall have each of the contractors and sub-contractors identify at least one person from their company that will be responsible for implementation of the SWPPP. This person shall be known as the trained contractor. The owner or operator shall ensure that at least one trained contractor is on site on a daily basis when soil disturbance activities are being performed.’ The owner or operator shall have each contractor and subcontractor involved in soil disturbance sign a copy of the following certification statement before they commence any construction activity: __________________________ NYR __________ ____________________ Name of Construction Site DEC Permit ID Municipality (MS4) "I hereby certify that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the terms and conditions of the 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 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. Responsible Corporate Officer/Partner Signature Date Name of above Signatory Name of Company Title of above Signatory Mailing Address Telephone of Company City, State and Zip Identify the specific elements of the SWPPP the contractor or subcontractor is responsible for: ‘TRAINED CONTRACTOR’ FOR THE CERTIFIED CONTRACTOR OR SUBCONTRACTOR Name of Trained Employee Title of Trained Employee NYSDEC SWT # Attachment D: State Historic Preservation Mapping 11/17/2020 Cultural Resource Information System (CRIS) https://cris.parks.ny.gov 1/1 HOMEHOMEHOMEHOMEHOME SUBMITSUBMITSUBMITSUBMITSUBMIT SEARCHSEARCHSEARCHSEARCHSEARCH COMMUNICATECOMMUNICATECOMMUNICATECOMMUNICATECOMMUNICATE + −No Spatial Features were found Criteria Spatial Results Attachment E: Environmental Mapping 11/17/2020 Environmental Resource Mapper https://gisservices.dec.ny.gov/gis/erm/2/2 Environmental Resource Mapper + − 0 150 300 Search Tools Layers and Legend Other Wetland Layers Na onal Wetands Inventory Estuarine and Marine Deepwater Estuarine and Marine Wetland Freshwater Emergent Wetland Freshwater Forested/Shrub Wetland Freshwater Pond Lake Other Riverine Reference Layers Tell Me More... Need A Permit? Contacts Base Map: Satellite with Labels Using this map Attachment F: Inspection Report (Sample Form) Attachment G: Record of Stabilization and Construction Activity Dates (Sample Form) SITE STABILIZATION and CONSTRUCTION ACTIVITY DATES A record of dates when major grading activities occur, when construction activities temporarily or permanently cease on a portion of the site, and when stabilization measures are initiated shall be maintained until final site stabilization is achieved and the Notice of Termination is filed. The dates can be entered in the following form, or on a different form. MAJOR GRADING ACTIVITIES: Description of Activity: Begin (date): Site Contractor: Location: End (date): Description of Activity: Begin (date): Site Contractor: Location: End (date): Description of Activity: Begin (date): Site Contractor: Location: End (date): Description of Activity: Begin (date): Site Contractor: Location: End (date): Description of Activity: Begin (date): Site Contractor: Location: End (date): Description of Activity: Begin (date): Site Contractor: Location: End (date): Description of Activity: Begin (date): Site Contractor: Location: End (date): Attachment H: Vegetative and Structural Measures For Erosion and Sediment Control (NYS Standards & Specifications for Erosion & Sediment Control) (Reference) New York State Standards and Specifications Page 4.39 November 2016 For Erosion and Sediment Control Definition and Scope Applying coarse plant residue or chips, or other suitable materials, to cover the soil surface to provide initial erosion control while a seeding or shrub planting is establishing. Mulch will conserve moisture and modify the surface soil temperature and reduce fluctuation of both. Mulch will prevent soil surface crusting and aid in weed control. Mulch can also be used alone for temporary stabilization in non- growing months. Use of stone as a mulch could be more permanent and should not be limited to non-growing months. Conditions Where Practice Applies On soils subject to erosion and on new seedings and shrub plantings. Mulch is useful on soils with low infiltration rates by retarding runoff. Criteria Site preparation prior to mulching requires the installation of necessary erosion control or water management practices and drainage systems. Slope, grade and smooth the site to fit needs of selected mulch products. Remove all undesirable stones and other debris to meet the needs of the anticipated land use and maintenance required. Apply mulch after soil amendments and planting is accomplished or simultaneously if hydroseeding is used. Select appropriate mulch material and application rate or material needs. Hay mulch shall not be used in wetlands or in areas of permanent seeding. Clean straw mulch is preferred alternative in wetland application. Determine local availability. Select appropriate mulch anchoring material. NOTE: The best combination for grass/legume establishment is straw (cereal grain) mulch applied at 2 ton/ acre (90 lbs./1000sq.ft.) and anchored with wood fiber mulch (hydromulch) at 500 – 750 lbs./acre (11 – 17 lbs./1000 sq. ft.). The wood fiber mulch must be applied through a hydroseeder immediately after mulching. STANDARD AND SPECIFICATIONS FOR MULCHING November 2016 Page 4.40 New York State Standards and Specifications For Erosion and Sediment Control Table 4.2 Guide to Mulch Materials, Rates, and Uses Mulch Material Quality Standards per 1000 Sq. Ft. per Acre Depth of Application Remarks Wood chips or shavings Air-dried. Free of objectionable coarse material 500-900 lbs. 10-20 tons 2-7” Used primarily around shrub and tree plantings and recreation trails to inhibit weed competition. Resistant to wind blowing. Decomposes slowly. Wood fiber cellulose (partly digested wood fibers) Made from natural wood usually with green dye and dispersing agent 50 lbs. 2,000 lbs. — Apply with hydromulcher. No tie down required. Less erosion control provided than 2 tons of hay or straw. Gravel, Crushed Stone or Slag Washed; Size 2B or 3A—1 1/2” 9 cu. yds. 405 cu. yds. 3” Excellent mulch for short slopes and around plants and ornamentals. Use 2B where subject to traffic. (Approximately 2,000 lbs./cu. yd.). Frequently used over filter fabric for better weed control. Hay or Straw Air-dried; free of undesirable seeds & coarse materials 90-100 lbs. 2-3 bales 2 tons (100-120 bales) cover about 90% surface Use small grain straw where mulch is maintained for more than three months. Subject to wind blowing unless anchored. Most commonly used mulching material. Provides the best micro-environment for germinating seeds. Jute twisted yarn Undyed, unbleached plain weave. Warp 78 ends/yd., Weft 41 ends/yd. 60-90 lbs./roll 48” x 50 yds. or 48” x 75 yds. — — Use without additional mulch. Tie down as per manufacturers specifications. Good for center line of concentrated water flow. Excelsior wood fiber mats Interlocking web of excelsior fibers with photodegradable plastic netting 4’ x 112.5’ or 8’ x 112.5’. — — Use without additional mulch. Excellent for seeding establishment. Anchor as per manufacturers specifications. Approximately 72 lbs./roll for excelsior with plastic on both sides. Use two sided plastic for centerline of waterways. Straw or coconut fiber, or combination Photodegradable plastic net on one or two sides Most are 6.5 ft. x 3.5 ft. 81 rolls — Designed to tolerate higher velocity water flow, centerlines of waterways, 60 sq. yds. per roll. New York State Standards and Specifications Page 4.41 November 2016 For Erosion and Sediment Control Table 4.3 Mulch Anchoring Guide Anchoring Method or Material Kind of Mulch to be Anchored How to Apply 1. Peg and Twine Hay or straw After mulching, divide areas into blocks approximately 1 sq. yd. in size. Drive 4-6 pegs per block to within 2” to 3” of soil surface. Secure mulch to surface by stretching twine between pegs in criss-cross pattern on each block. Secure twine around each peg with 2 or more tight turns. Drive pegs flush with soil. Driving stakes into ground tightens the twine. 2. Mulch netting Hay or straw Staple the light-weight paper, jute, wood fiber, or plastic nettings to soil surface according to manufacturer’s recommendations. Should be biodegradable. Most products are not suitable for foot traffic. 3. Wood cellulose fiber Hay or straw Apply with hydroseeder immediately after mulching. Use 500 lbs. wood fiber per acre. Some products contain an adhesive material (“tackifier”), possibly advantageous. 4. Mulch anchoring tool Hay or straw Apply mulch and pull a mulch anchoring tool (blunt, straight discs) over mulch as near to the contour as possible. Mulch material should be “tucked” into soil surface about 3”. 5. Tackifier Hay or straw Mix and apply polymeric and gum tackifiers according to manufacturer’s instructions. Avoid application during rain. A 24-hour curing period and a soil temperature higher than 450 Fahrenheit are required. November 2016 Page 4.42 New York State Standards and Specifications For Erosion and Sediment Control Definition & Scope Establishing permanent grasses with other forbs and/or shrubs to provide a minimum 80% perennial vegetative cover on areas disturbed by construction and critical areas to reduce erosion and sediment transport. Critical areas may include but are not limited to steep excavated cut or fill slopes as well as eroding or denuded natural slopes and areas subject to erosion. Conditions Where Practice Applies This practice applies to all disturbed areas void of, or having insufficient, cover to prevent erosion and sediment transport. See additional standards for special situations such as sand dunes and sand and gravel pits. Criteria All water control measures will be installed as needed prior to final grading and seedbed preparation. Any severely compacted sections will require chiseling or disking to provide an adequate rooting zone, to a minimum depth of 12”, see Soil Restoration Standard. The seedbed must be prepared to allow good soil to seed contact, with the soil not too soft and not too compact. Adequate soil moisture must be present to accomplish this. If surface is powder dry or sticky wet, postpone operations until moisture changes to a favorable condition. If seeding is accomplished within 24 hours of final grading, additional scarification is generally not needed, especially on ditch or stream banks. Remove all stones and other debris from the surface that are greater than 4 inches, or that will interfere with future mowing or maintenance. Soil amendments should be incorporated into the upper 2 inches of soil when feasible. The soil should be tested to determine the amounts of amendments needed. Apply ground agricultural limestone to attain a pH of 6.0 in the upper 2 inches of soil. If soil must be fertilized before results of a soil test can be obtained to determine fertilizer needs, apply commercial fertilizer at 600 lbs. per acre of 5-5 -10 or equivalent. If manure is used, apply a quantity to meet the nutrients of the above fertilizer. This requires an appropriate manure analysis prior to applying to the site. Do not use manure on sites to be planted with birdsfoot trefoil or in the path of concentrated water flow. Seed mixtures may vary depending on location within the state and time of seeding. Generally, warm season grasses should only be seeded during early spring, April to May. These grasses are primarily used for vegetating excessively drained sands and gravels. See Standard and Specification for Sand and Gravel Mine Reclamation. Other grasses may be seeded any time of the year when the soil is not frozen and is workable. When legumes such as birdsfoot trefoil are included, spring seeding is preferred. See Table 4.4, “Permanent Construction Area Planting Mixture Recommendations” for additional seed mixtures. Pure Live Seed, or (PLS) refers to the amount of live seed in a lot of bulk seed. Information on the seed bag label includes the type of seed, supplier, test date, source of seed, purity, and germination. Purity is the percentage of pure seed. Germination is the percentage of pure seed that will produce normal plants when planted under favorable conditions. STANDARD AND SPECIFICATIONS FOR PERMANENT CONSTRUCTION AREA PLANTING General Seed Mix: Variety lbs./ acre lbs/1000 sq. ft. Red Clover1 OR Acclaim, Rally, Red Head II, Renegade 82 0.20 Common white clover1 Common 8 0.20 PLUS Creeping Red Fescue Common 20 0.45 PLUS Smooth Bromegrass OR Common 2 0.05 Ryegrass (perennial) Pennfine/Linn 5 0.10 1 add inoculant immediately prior to seeding 2 Mix 4 lbs each of Empire and Pardee OR 4 lbs of Birdsfoot and 4 lbs white clover per acre. All seeding rates are given for Pure Live Seed (PLS) New York State Standards and Specifications Page 4.43 November 2016 For Erosion and Sediment Control To compute Pure Live Seed multiply the “germination percent” times the “purity” and divide that by 100 to get Pure Live Seed. For example, the PLS for a lot of Kentucky Blue grass with 75% purity and 96% germination would be calculated as follows: For 10lbs of PLS from this lot = Therefore, 13.9 lbs of seed is the actual weight needed to meet 10lbs PSL from this specific seed lot. Time of Seeding: The optimum timing for the general seed mixture is early spring. Permanent seedings may be made any time of year if properly mulched and adequate moisture is provided. Late June through early August is not a good time to seed, but may facilitate covering the land without additional disturbance if construction is completed. Portions of the seeding may fail due to drought and heat. These areas may need reseeding in late summer/fall or the following spring. Method of seeding: Broadcasting, drilling, cultipack type seeding, or hydroseeding are acceptable methods. Proper soil to seed contact is key to successful seedings. Mulching: Mulching is essential to obtain a uniform stand of seeded plants. Optimum benefits of mulching new seedings are obtained with the use of small grain straw applied at a rate of 2 tons per acre, and anchored with a netting or tackifier. See the Standard and Specifications for Mulching for choices and requirements. Irrigation: Watering may be essential to establish a new seeding when a drought condition occurs shortly after a new seeding emerges. Irrigation is a specialized practice and care must be taken not to exceed the application rate for the soil or subsoil. When disconnecting irrigation pipe, be sure pipes are drained in a safe manor, not creating an erosion concern. 80% Perennial Vegetative Cover 50% Perennial Vegetative Cover November 2016 Page 4.44 New York State Standards and Specifications For Erosion and Sediment Control Table 4.4 Permanent Construction Area Planting Mixture Recommendations Seed Mixture Variety Rate in lbs./acre (PLS) Rate in lbs./ 1, 000 ft2 Mix #1 Creeping red fescue Ensylva, Pennlawn, Boreal 10 .25 Perennial ryegrass Pennfine, Linn 10 .25 Mix #2 Switchgrass Shelter, Pathfinder, Trailblazer, or Blackwell 20 .50 *This rate is in pure live seed, this would be an excellent choice along the upland edge of a wetland to filter runoff and pro- vide wildlife benefits. In areas where erosion may be a problem, a companion seeding of sand lovegrass should be added to provide quick cover at a rate of 2 lbs. per acre (0.05 lbs. per 1000 sq. ft.). Mix #3 Switchgrass Shelter, Pathfinder, Trailblazer, or Blackwell 4 .10 Big bluestem Niagara 4 .10 Little bluestem Aldous or Camper 2 .05 Indiangrass Rumsey 4 .10 Coastal panicgrass Atlantic 2 .05 Sideoats grama El Reno or Trailway 2 .05 Wildflower mix .50 .01 *This mix has been successful on sand and gravel plantings. It is very difficult to seed without a warm season grass seeder such as a Truax seed drill. Broadcasting this seed is very difficult due to the fluffy nature of some of the seed, such as bluestems and indiangrass. Mix #4 Switchgrass Shelter, Pathfinder, Trailblazer, or Blackwell 10 .25 Coastal panicgrass Atlantic 10 .25 *This mix is salt tolerant, a good choice along the upland edge of tidal areas and roadsides. Mix #5 Saltmeadow cordgrass (Spartina patens)—This grass is used for tidal shoreline protection and tidal marsh restoration. It is planted by vegetative stem divisions. 'Cape' American beachgrass can be planted for sand dune stabilization above the saltmeadow cordgrass zone. Mix #6 Creeping red fescue Ensylva, Pennlawn, Boreal 20 .45 Chewings Fescue Common 20 .45 Perennial ryegrass Pennfine, Linn 5 .10 Red Clover Common 10 .45 *General purpose erosion control mix. Not to be used for a turf planting or play grounds. *This mix is used extensively for shaded areas. November 2016 Page 4.58 New York State Standards and Specifications For Erosion and Sediment Control Definition & Scope Providing temporary erosion control protection to disturbed areas and/or localized critical areas for an interim period by covering all bare ground that exists as a result of construction activities or a natural event. Critical areas may include but are not limited to steep excavated cut or fill slopes and any disturbed, denuded natural slopes subject to erosion. Conditions Where Practice Applies Temporary seedings may be necessary on construction sites to protect an area, or section, where final grading is complete, when preparing for winter work shutdown, or to provide cover when permanent seedings are likely to fail due to mid-summer heat and drought. The intent is to provide temporary protective cover during temporary shutdown of construction and/or while waiting for optimal planting time. Criteria Water management practices must be installed as appropriate for site conditions. The area must be rough graded and slopes physically stable. Large debris and rocks are usually removed. Seedbed must be seeded within 24 hours of disturbance or scarification of the soil surface will be necessary prior to seeding. Fertilizer or lime are not typically used for temporary seedings. IF: Spring or summer or early fall, then seed the area with ryegrass (annual or perennial) at 30 lbs. per acre (Approximately 0.7 lb./1000 sq. ft. or use 1 lb./1000 sq. ft.). IF: Late fall or early winter, then seed Certified ‘Aroostook’ winter rye (cereal rye) at 100 lbs. per acre (2.5 lbs./1000 sq. ft.). Any seeding method may be used that will provide uniform application of seed to the area and result in relatively good soil to seed contact. Mulch the area with hay or straw at 2 tons/acre (approx. 90 lbs./1000 sq. ft. or 2 bales). Quality of hay or straw mulch allowable will be determined based on long term use and visual concerns. Mulch anchoring will be required where wind or areas of concentrated water are of concern. Wood fiber hydromulch or other sprayable products approved for erosion control (nylon web or mesh) may be used if applied according to manufacturers’ specification. Caution is advised when using nylon or other synthetic products. They may be difficult to remove prior to final seeding and can be a hazard to young wildlife species. STANDARD AND SPECIFICATIONS FOR TEMPORARY CONSTRUCTION AREA SEEDING New York State Standards and Specifications Page 4.59 November 2016 For Erosion and Sediment Control Definition & Scope Spreading a specified quality and quantity of topsoil materials on graded or constructed subsoil areas to provide acceptable plant cover growing conditions, thereby reducing erosion; to reduce irrigation water needs; and to reduce the need for nitrogen fertilizer application. Conditions Where Practice Applies Topsoil is applied to subsoils that are droughty (low available moisture for plants), stony, slowly permeable, salty or extremely acid. It is also used to backfill around shrub and tree transplants. This standard does not apply to wetland soils. Design Criteria 1. Preserve existing topsoil in place where possible, thereby reducing the need for added topsoil. 2. Conserve by stockpiling topsoil and friable fine textured subsoils that must be stripped from the excavated site and applied after final grading where vegetation will be established. Topsoil stockpiles must be stabilized. Stockpile surfaces can be stabilized by vegetation, geotextile or plastic covers. This can be aided by orientating the stockpile lengthwise into prevailing winds. 3. Refer to USDA Natural Resource Conservation Service soil surveys or soil interpretation record sheets for further soil texture information for selecting appropriate design topsoil depths. Site Preparation 1. As needed, install erosion and sediment control practices such as diversions, channels, sediment traps, and stabilizing measures, or maintain if already installed. 2. Complete rough grading and final grade, allowing for depth of topsoil to be added. 3. Scarify all compact, slowly permeable, medium and fine textured subsoil areas. Scarify at approximately right angles to the slope direction in soil areas that are steeper than 5 percent. Areas that have been overly compacted shall be decompacted in accordance with the Soil Restoration Standard. 4. Remove refuse, woody plant parts, stones over 3 inches in diameter, and other litter. Topsoil Materials 1. Topsoil shall have at least 6 percent by weight of fine textured stable organic material, and no greater than 20 percent. Muck soil shall not be considered topsoil. 2. Topsoil shall have not less than 20 percent fine textured material (passing the NO. 200 sieve) and not more than 15 percent clay. 3. Topsoil treated with soil sterilants or herbicides shall be so identified to the purchaser. 4. Topsoil shall be relatively free of stones over 1 1/2 inches in diameter, trash, noxious weeds such as nut sedge and quackgrass, and will have less than 10 percent gravel. 5. Topsoil containing soluble salts greater than 500 parts per million shall not be used. 6. Topsoil may be manufactured as a mixture of a mineral component and organic material such as compost. Application and Grading 1. Topsoil shall be distributed to a uniform depth over the area. It shall not be placed when it is partly frozen, muddy, or on frozen slopes or over ice, snow, or standing water puddles. 2. Topsoil placed and graded on slopes steeper than 5 percent shall be promptly fertilized, seeded, mulched, and stabilized by “tracking” with suitable equipment. 3. Apply topsoil in the amounts shown in Table 4.7 below: STANDARD AND SPECIFICATIONS FOR TOPSOILING November 2016 Page 4.60 New York State Standards and Specifications For Erosion and Sediment Control Site Conditions Intended Use Minimum Topsoil Depth 1. Deep sand or loamy sand Mowed lawn 6 in. Tall legumes, unmowed 2 in. Tall grass, unmowed 1 in. 2. Deep sandy loam Mowed lawn 5 in. Tall legumes, unmowed 2 in. Tall grass, unmowed none 3. Six inches or more: silt loam, clay loam, loam, or silt Mowed lawn 4 in. Tall legumes, unmowed 1 in. Tall grass, unmowed 1 in. Table 4.7 - Topsoil Application Depth August 2005 Page 5.1 New York Standards and Specifications For Erosion and Sediment Control STRUCTURAL MEASURES FOR EROSION AND SEDIMENT CONTROL General Uncontrolled runoff and excess erosion often occurs in urban developments, particularly during the construction stage. This erosion forms rills and gullies; washes out roads; scours cut and fill areas; fills road ditches, storm drains, and streams; and does other damage that is costly to the developers and damaging to land and water users below. Careful inclusion of proven conservation practices in the development plan can prevent or alleviate much of this damage and should be a part of every development plan. These practices will usually be a combination of vegetative and structural measures. They may be temporary and serve only during the construction stage or they may be permanent in nature and become a part of the completed development. Permanent structural practices should be installed as early as possible in the construction stage. This section deals with the more common structural measures that may be used. Adequate designs, plans, and specification should be prepared for the measures to be used. A number of measures and specifications are included throughout this section. The designer shall determine those elements to be installed to control erosion (Section 2) and follow the criteria included in these standards and specifications. Introduction Structural erosion and sediment control practices have been classified as either temporary or permanent, according to how they are used. Temporary structural practices are used during construction to prevent offsite sedimentation. The length of time that temporary practices are functional varies from project to project, since the sediment control strategy may change as construction activity progresses. Permanent structural practices are used to convey surface water runoff to a safe outlet. Permanent structural practices will remain in place and continue to function after the completion of construction. Regardless of whether the practices are temporary or permanent, runoff control measures should be the first items constructed when grading begins, and be completely functional before downslope land disturbance takes place. Earthen structures such as diversions, dikes, and swales should be stabilized before being considered functional. Only after the runoff control structures are operational and sediment control measures are in place, should clearing and grading on the rest of the construction site begin. While clearing and grading the site, it is important to minimize the amount of sediment that is produced. In general, it is advantageous to clear only as much area as is necessary to accommodate construction needs. Grade and stabilize large sites in stages whenever possible. Limiting the amount of disturbed area limits the amount of sediment that is generated, thus decreasing the amount of maintenance required on sediment control measures. Sediment generated during the construction of cut and fill slopes can also be minimized through design and grading techniques. When designing either a cut or fill slope, factors to consider include slope length and steepness, soil type, and upslope drainage area. In general, it is important to leave soil surfaces on disturbed slopes in a roughened condition and to construct a water diversion practice at the top of slopes. Rough soil surfaces do not erode as readily as smooth soil surfaces. Although design and grading techniques can reduce soil erosion, they cannot eliminate it entirely. Therefore, practices must be installed to prevent offsite sedimentation. Even though the specific conditions of each site determine what measures are necessary to control erosion and sedimentation, some general principles apply to the selection and placement of sediment control measures. 1. Prevent clean water from becoming turbid, by diverting runoff from upslope areas away from disturbed areas. Earth dikes, temporary swales, perimeter dike/swales, or diversions that outlet in stable areas can be used in this capacity. 2. Remove sediment from turbid water before the water leaves the site. The method of sediment removal depends upon how the water drains from the site. Concentrated flow must be diverted to a trapping device so that suspended sediment can be deposited. Dikes or swales that outlet into traps or basins can accomplish this. A storm drain system may be used to convey concentrated sediment laden water only if the system empties into a trap or basin. Otherwise, all storm drain inlets must be protected so that sediment laden water cannot enter the drainage system before being treated to remove the sediment. 3. Surface runoff draining in sheet flow must be controlled and treated before the water leaves the site. Straw bale dikes, silt fences, or vegetative buffer strips can be used to treat sheet flow. New York Standards and Specifications Page 5.2 August 2005 For Erosion and Sediment Control All practices designed and implemented must be properly maintained in order to remain functional. Sediment accumulated in basins and traps must be removed and disposed of in a manner that stabilizes them on the construction site. Other factors should be observed during construction in order to make erosion and sediment control measures more effective in pollution control. These are: 1. Sprinkle or apply dust suppressors. Keep dust down to a tolerable limit on construction sites and haul roads. 2. Use temporary bridges or culverts where fording of streams is objectionable. Avoid borrow areas where pollution from this operation is inevitable. 3. Protect streams from chemicals, fuel, lubricants, sewage, or other pollutants. 4. Avoid disposal of fill in floodplains or drainage ways. This reduces the capacity of these areas to pass flood flows. 5. Do not locate sanitary facilities over, or adjacent to, waterways, wells, or springs. 6. Locate storage yards and stockpiles where erosion and sediment hazards are slight. Where this is not possible, apply necessary erosion control practices. August 2005 Page 5.3 New York Standards and Specifications For Erosion and Sediment Control STANDARD SYMBOLS New York Standards and Specifications Page 5.4 August 2005 For Erosion and Sediment Control STANDARD SYMBOLS (cont’d) August 2005 Page 5.5 New York Standards and Specifications For Erosion and Sediment Control STANDARD SYMBOLS (cont’d) New York Standards and Specifications Page 5.6 August 2005 For Erosion and Sediment Control STANDARD SYMBOLS (cont’d) Attachment I: NYSDEC Stormwater Construction Checklists (Sample Form) F-1 Stormwater/Wetland Pond Construction Inspection Checklist Project: Location: Site Status: Date: Time: Inspector: CONSTRUCTION SEQUENCE SATISFACTORY/ UNSATISFACTORY COMMENTS Pre-Construction/Materials and Equipment Pre-construction meeting Pipe and appurtenances on-site prior to construction and dimensions checked 1. Material (including protective coating, if specified) 2. Diameter 3. Dimensions of metal riser or pre-cast concrete outlet structure 4. Required dimensions between water control structures (orifices, weirs, etc.) are in accordance with approved plans 5. Barrel stub for prefabricated pipe structures at proper angle for design barrel slope 6. Number and dimensions of prefabricated anti-seep collars 7. Watertight connectors and gaskets 8. Outlet drain valve Project benchmark near pond site Equipment for temporary de-watering Appendix F: Construction Inspection ChecklistsTools New York State Stormwater Management Design Manual F-2 Appendix F CONSTRUCTION SEQUENCE SATISFACTORY/ UNSATISFACTORY COMMENTS 2. Subgrade Preparation Area beneath embankment stripped of all vegetation, topsoil, and organic matter 3. Pipe Spillway Installation Method of installation detailed on plans A. Bed preparation Installation trench excavated with specified side slopes Stable, uniform, dry subgrade of relatively impervious material (If subgrade is wet, contractor shall have defined steps before proceeding with installation) Invert at proper elevation and grade B. Pipe placement Metal / plastic pipe 1. Watertight connectors and gaskets properly installed 2. Anti-seep collars properly spaced and having watertight connections to pipe 3. Backfill placed and tamped by hand under Ahaunches@ of pipe 4. Remaining backfill placed in max. 8 inch lifts using small power tamping equipment until 2 feet cover over pipe is reached New York State Stormwater Management Design Manual F-3 Appendix F CONSTRUCTION SEQUENCE SATISFACTORY/ UNSATISFACTORY COMMENTS 3. Pipe Spillway Installation Concrete pipe 1. Pipe set on blocks or concrete slab for pouring of low cradle 2. Pipe installed with rubber gasket joints with no spalling in gasket interface area 3. Excavation for lower half of anti-seep collar(s) with reinforcing steel set 4. Entire area where anti-seep collar(s) will come in contact with pipe coated with mastic or other approved waterproof sealant 5. Low cradle and bottom half of anti-seep collar installed as monolithic pour and of an approved mix 6. Upper half of anti-seep collar(s) formed with reinforcing steel set 7. Concrete for collar of an approved mix and vibrated into place (protected from freezing while curing, if necessary) 8. Forms stripped and collar inspected for honeycomb prior to backfilling. Parge if necessary. C. Backfilling Fill placed in maximum 8 inch lifts Backfill taken minimum 2 feet above top of anti- seep collar elevation before traversing with heavy equipment New York State Stormwater Management Design Manual F-4 Appendix F CONSTRUCTION SEQUENCE SATISFACTORY/ UNSATISFACTORY COMMENTS 4. Riser / Outlet Structure Installation Riser located within embankment A. Metal riser Riser base excavated or formed on stable subgrade to design dimensions Set on blocks to design elevations and plumbed Reinforcing bars placed at right angles and projecting into sides of riser Concrete poured so as to fill inside of riser to invert of barrel B. Pre-cast concrete structure Dry and stable subgrade Riser base set to design elevation If more than one section, no spalling in gasket interface area; gasket or approved caulking material placed securely Watertight and structurally sound collar or gasket joint where structure connects to pipe spillway C. Poured concrete structure Footing excavated or formed on stable subgrade, to design dimensions with reinforcing steel set Structure formed to design dimensions, with reinforcing steel set as per plan Concrete of an approved mix and vibrated into place (protected from freezing while curing, if necessary) Forms stripped & inspected for Ahoneycomb@ prior to backfilling; parge if necessary New York State Stormwater Management Design Manual F-5 Appendix F CONSTRUCTION SEQUENCE SATISFACTORY/ UNSATISFACTORY COMMENTS 5. Embankment Construction Fill material Compaction Embankment 1. Fill placed in specified lifts and compacted with appropriate equipment 2. Constructed to design cross-section, side slopes and top width 3. Constructed to design elevation plus allowance for settlement 6. Impounded Area Construction Excavated / graded to design contours and side slopes Inlet pipes have adequate outfall protection Forebay(s) Pond benches 7. Earth Emergency Spillway Construction Spillway located in cut or structurally stabilized with riprap, gabions, concrete, etc. Excavated to proper cross-section, side slopes and bottom width Entrance channel, crest, and exit channel constructed to design grades and elevations New York State Stormwater Management Design Manual F-6 Appendix F CONSTRUCTION SEQUENCE SATISFACTORY / UNSATISFACTORY COMMENTS 8. Outlet Protection A. End section Securely in place and properly backfilled B. Endwall Footing excavated or formed on stable subgrade, to design dimensions and reinforcing steel set, if specified Endwall formed to design dimensions with reinforcing steel set as per plan Concrete of an approved mix and vibrated into place (protected from freezing, if necessary) Forms stripped and structure inspected for Ahoneycomb@ prior to backfilling; parge if necessary C. Riprap apron / channel Apron / channel excavated to design cross- section with proper transition to existing ground Filter fabric in place Stone sized as per plan and uniformly place at the thickness specified 9. Vegetative Stabilization Approved seed mixture or sod Proper surface preparation and required soil amendments Excelsior mat or other stabilization, as per plan New York State Stormwater Management Design Manual F-7 Appendix F CONSTRUCTION SEQUENCE SATISFACTORY/ UNSATISFACTORY COMMENTS 10. Miscellaneous Drain for ponds having a permanent pool Trash rack / anti-vortex device secured to outlet structure Trash protection for low flow pipes, orifices, etc. Fencing (when required) Access road Set aside for clean-out maintenance 11. Stormwater Wetlands Adequate water balance Variety of depth zones present Approved pondscaping plan in place Reinforcement budget for additional plantings Plants and materials ordered 6 months prior to construction Construction planned to allow for adequate planting and establishment of plant community (April-June planting window) Wetland buffer area preserved to maximum extent possible Comments: New York State Stormwater Management Design Manual F-8 Appendix F Actions to be Taken: New York State Stormwater Management Design Manual Appendix F F-17 Bioretention Construction Inspection Checklist Project: Location: Site Status: Date: Time: Inspector: CONSTRUCTION SEQUENCE SATISFACTORY/ UNSATISFACTORY COMMENTS 1. Pre-Construction Pre-construction meeting Runoff diverted Facility area cleared If designed as exfilter, soil testing for permeability Facility location staked out 2. Excavation Size and location Lateral slopes completely level If designed as exfilter, ensure that excavation does not compact susoils. Longitudinal slopes within design range New York State Stormwater Management Design Manual Appendix F F-18 CONSTRUCTION SEQUENCE SATISFACTORY / UNSATISFACTORY COMMENTS 3. Structural Components Stone diaphragm installed correctly Outlets installed correctly Underdrain Pretreatment devices installed Soil bed composition and texture 4. Vegetation Complies with planting specs Topsoil adequate in composition and placement Adequate erosion control measures in place 5. Final Inspection Dimensions Proper stone diaphragm Proper outlet Soil/ filter bed permeability testing Effective stand of vegetation and stabilization Construction generated sediments removed Contributing watershed stabilized before flow is diverted to the practice New York State Stormwater Management Design Manual Appendix F F-19 Comments: Actions to be Taken: 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: Attachment J: NYSDEC Operation & Maintenance Checklist (Sample Form) G-1 Stormwater Pond/Wetland Operation, Maintenance and Management Inspection Checklist Project ___________________________________________________________________________ Location: ___________________________________________________________________________ Site Status: ___________________________________________________________________________ Date: ___________________________________________________________________________ Time: ___________________________________________________________________________ Inspector: ___________________________________________________________________________ Maintenance Item Satisfactory/ Unsatisfactory Comments 1. Embankment and emergency spillway (Annual, After Major Storms) 1. Vegetation and ground cover adequate 2. Embankment erosion 3. Animal burrows 4. Unauthorized planting 5. Cracking, bulging, or sliding of dam a. Upstream face b. Downstream face c. At or beyond toe downstream upstream d. Emergency spillway 6.Pond, toe & chimney drains clear and functioning 7.Seeps/leaks on downstream face 8.Slope protection or riprap failure 9. Vertical/horizontal alignment of top of dam As-Built Appendix G: Maintenance Inspection Checklists New York State Stormwater Management Design Manual Appendix G G-2 Maintenance Item Satisfactory/ Unsatisfactory Comments 10. Emergency spillway clear of obstructions and debris 11. Other (specify) 2. Riser and principal spillway (Annual) Type: Reinforced concrete ______ Corrugated pipe _______ Masonry _______ 1. Low flow orifice obstructed 2. Low flow trash rack. a. Debris removal necessary b. Corrosion control 3. Weir trash rack maintenance a. Debris removal necessary b. corrosion control 4. Excessive sediment accumulation insider riser 5. Concrete/masonry condition riser and barrels a. cracks or displacement b. Minor spalling (<1" ) c. Major spalling (rebars exposed) d. Joint failures e. Water tightness 6. Metal pipe condition 7. Control valve a. Operational/exercised b. Chained and locked 8. Pond drain valve a. Operational/exercised b. Chained and locked 9. Outfall channels functioning 10. Other (specify) New York State Stormwater Management Design Manual Appendix G G-3 Maintenance Item Satisfactory/ Unsatisfactory Comments 3. Permanent Pool (Wet Ponds) (monthly) 1. Undesirable vegetative growth 2. Floating or floatable debris removal required 3. Visible pollution 4. Shoreline problem 5. Other (specify) 4. Sediment Forebays 1.Sedimentation noted 2. Sediment cleanout when depth < 50% design depth 5. Dry Pond Areas 1. Vegetation adequate 2. Undesirable vegetative growth 3. Undesirable woody vegetation 4. Low flow channels clear of obstructions 5. Standing water or wet spots 6. Sediment and / or trash accumulation 7. Other (specify) 6. Condition of Outfalls (Annual , After Major Storms) 1. Riprap failures 2. Slope erosion 3. Storm drain pipes 4.Endwalls / Headwalls 5. Other (specify) 7. Other ( Monthly) 1. Encroachment on pond, wetland or easement area New York State Stormwater Management Design Manual Appendix G G-4 Maintenance Item Satisfactory/ Unsatisfactory Comments 2. Complaints from residents 3.Aesthetics a. Grass growing required b. Graffiti removal needed c. Other (specify) 4. Conditions of maintenance access routes. 5. Signs of hydrocarbon build-up 6. Any public hazards (specify) 8. Wetland Vegetation (Annual) 1. Vegetation healthy and growing Wetland maintaining 50% surface area coverage of wetland plants after the second growing season. (If unsatisfactory, reinforcement plantings needed) 2. Dominant wetland plants: Survival of desired wetland plant species Distribution according to landscaping plan? 3. Evidence of invasive species 4. Maintenance of adequate water depths for desired wetland plant species 5. Harvesting of emergent plantings needed 6. Have sediment accumulations reduced pool volume significantly or are plants choked with sediment 7. Eutrophication level of the wetland. 8. Other (specify) Comments: New York State Stormwater Management Design Manual Appendix G G-5 Actions to be Taken: New York State Stormwater Management Design Manual Appendix G G-10 Bioretention Operation, Maintenance and Management Inspection Checklist Project: Location: Site Status: Date: Time: Inspector: MAINTENANCE ITEM SATISFACTORY / UNSATISFACTORY COMMENTS 1. Debris Cleanout (Monthly) Bioretention and contributing areas clean of debris No dumping of yard wastes into practice Litter (branches, etc.) have been removed 2. Vegetation (Monthly) Plant height not less than design water depth Fertilized per specifications Plant composition according to approved plans No placement of inappropriate plants Grass height not greater than 6 inches No evidence of erosion 3. Check Dams/Energy Dissipaters/Sumps (Annual, After Major Storms) No evidence of sediment buildup New York State Stormwater Management Design Manual Appendix G G-11 MAINTENANCE ITEM SATISFACTORY / UNSATISFACTORY COMMENTS Sumps should not be more than 50% full of sediment No evidence of erosion at downstream toe of drop structure 4. Dewatering (Monthly) Dewaters between storms No evidence of standing water 5. Sediment Deposition (Annual) Swale clean of sediments Sediments should not be > 20% of swale design depth 6. Outlet/Overflow Spillway (Annual, After Major Storms) Good condition, no need for repair No evidence of erosion No evidence of any blockages 7. Integrity of Filter Bed (Annual) Filter bed has not been blocked or filled inappropriately New York State Stormwater Management Design Manual Appendix G G-12 Comments: 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: Attachment K: Stormwater Management Summary Stormwater Management Summary November 2020 Proposed Greek Peak Wedding Venue Page 1 of 13 Town of Virgil, Cortland County INDEX Stormwater Management Summary Site Date – General ..............................................................................................................2 Runoff Reduction Volume Management Strategy ...............................................................4 DPP-1 Control Sizing ..........................................................................................................6 Design Point 1 Summary (DPP-1) .......................................................................................6 DPP-2 Control Sizing ..........................................................................................................7 Design Point 2 Summary (DPP-2) .......................................................................................7 Methodology ........................................................................................................................9 Modeling Results Tabled ...................................................................................................10 Stage Storage Tables ..........................................................................................................12 Water Quality Volume/Runoff Reduction Volume Worksheets ........................ Appendix 1 Hydraulic Modeling Results ............................................................................... Appendix 2 Soils..................................................................................................................... Appendix 3 Precipitation ........................................................................................................ Appendix 4 Stormwater Management Summary November 2020 Proposed Greek Peak Wedding Venue Page 2 of 13 Town of Virgil, Cortland County STORMWATER MANAGEMENT SUMMARY SITE DATA - GENERAL Site Notes: This summary is for the proposed construction of a commercial wedding venue which includes a catering building, adjacent parking, overflow parking, and an access road into the complex on 370,627-SF (8.52-AC) in the Town of Virgil, Cortland County, NY. The project will disturb approximately 145,926-SF (3.35-AC) of former wooded and light underbrush area introducing 103,673-SF (2.38-AC) of new impervious cover across the site. Subcatchment Evaluation: There are two pre-developed (existing) watershed subcatchments for this site totaling 968,023-SF (22.22-AC). Each drainage area discharges into two distinct design points, DPE-1 and DPE-2. To the northwest, subcatchment ESC-1 is an 8.86-AC area comprised mostly of wooded and range land on steep slopes of 13 – 18% moving in a northwest to southeast direction. Flow terminates into existing Hope Lake at the base of the drainage area. Further to the northwest, is subcatchment ESC-2, a 13.36-AC area with similar land surface characteristics on steep slopes moving in a north to south flowpath. This basin terminates into a Class C non- navigable stream which flows into Gridley Creek off-site. Post construction site runoff has been divided into four proposed subcatchments, PSC-1, through PSC-4. PSC-1 and PSC-2 are comprised of the future wedding venue catering facility and adjacent parking lot which will discharge into Hope Lake at Design Point DPP-1. PSC-3 and PSC-4 include the overflow parking and most of the entrance driveway which eventually runs into the stream at Design Point DPP-2. 6.63-AC (OSC- 1) of undeveloped watershed above PSC-1 and 2 will be diverted around the project using standard 2’ D x 8’W diversion swales which will reduce off-site runoff influences through the developed parcels. Likewise, 7.06-AC (OSC-2) of upland flow will be diverted around PSC-3 and 4 to prevent flow from moving through those future developed areas. PSC-1 through PSC-4 represent areas that will be impacted by proposed development. Changes in landcover during construction, minor grading modifications, and the introduction of impervious hardscape surfaces can negatively affect runoff rates and volumes and introduce pollutants as compared to previously existing conditions. As such, a plan to provide water quality volume treatment and quantity attenuation in accordance with NYSDEC standards is necessary. According to State runoff reduction requirements, the use of certain practices, such as bioretention areas is an acceptable means of control. Stormwater Management Summary November 2020 Proposed Greek Peak Wedding Venue Page 3 of 13 Town of Virgil, Cortland County Site Control Methods: All proposed subcatchments slated for development have been identified as areas in need of water quality treatment due to impacts from construction and added impervious surfaces. Overall, there are two (2) bioretention areas, one (1) dry pond) and associated grassed swales that have been designed to address runoff reduction volume concerns and to treat 100% of the site water quality volume. The pond also functions to reduce runoff rates to less than pre-developed conditions as required. Site Soils: Using the USDA Web Soil Survey, five soil types have been identified within the watershed analysis of the existing site. Trestle (9A) and Chenango (25A&B) are gravelly loams with moderately high to high (0.60 – 6.00 in/hr) drainage characteristics in the hydrologic soil group A. Valois (52D) is a channery silt loam with moderately high to very high drainage characteristics from 0.06 – 20.0 in/hr in the hydrologic soil group B. Bath (134D & E) are channery silt loams with very low to moderately low permeability (0.00 – 0.14 in/hr) in the hydrologic soil group C. Finally, Volusia (68C) is a channery silt loam with very low to moderately low drainage (0.00 – 0.14 in/hr) in the hydrologic soil group D. Soils data was obtained from the on-line USDA Soil Conservation Service Web Soil Survey. Site Topography: The site as a whole has varied steep slopes of between 13 – 18% primarily moving downhill from northwest to southeast. Site Watershed: Of the 22.22 -acre watershed, the area of disturbance will be approximately 3.35-acres. Rainfall: Rainfall data used in the modeling and analysis was taken from www.precipt.net, from the Northeast Regional Climate Center which is an accepted NYSDEC reference (Appendix 4). Rainfall data specific to Cortland County under consideration, for various 24-hour storm events tabled below: RAINFALL DATA STORM 24-HOUR RAINFALL 1-year 1.98 inches 10-year 3.37 inches 100-year 5.67 inches These values were used in modeling for the evaluation of existing and proposed stormwater run-off conditions. Stormwater Management Summary November 2020 Proposed Greek Peak Wedding Venue Page 4 of 13 Town of Virgil, Cortland County RUNOFF REDUCTION VOLUME MANAGEMENT STRATEGY (See Appendix 1 for Worksheet Analyses) 1. Water Quality Volume and Runoff Reduction Stormwater Management Strategy - Reference modeling results and WQv/RRv worksheets which follow this summary: The total site water quality volume is: WQv = 9,336 cu-ft (0.214af) Of this amount, there were no opportunities for credits. Two bioretention areas and a dry pond have been proposed to reduce the overall water quality volume to 100%: WQv credit = 0.00 cuft (0.000 af) Adjusted WQv = 9,336 cuft (0.214 af) The minimum RRv was based on the following calculation: Soil group for site: A – 2.33-AC, S = 55% B – 0.08-AC, S = 40% C – 2.08-AC, S = 30% D – 4.03-AC S = 20% Minimum RRv: S = 0.32 Impervious Area = 2.38-AC Precipitation = 1.0 in Rv = 0.95 Minimum Rv = [(P)(Rv)(A)] /12 = ((1.0 * 0.95”/AC * 2.38AC)/12)0.32 = 2,643 cuft or, 0.061-acft 2. Water Quality Volume Treatment Practices Two bioretention areas have been designed to the minimum total volume specifications as calculated in the attached practice worksheets. A summary of total runoff reduction volumes is provided in the table below: Stormwater Management Summary November 2020 Proposed Greek Peak Wedding Venue Page 5 of 13 Town of Virgil, Cortland County Subcatchment Required RRv (cuft) RRv Adjust. (Cuft) Adjusted RRv PSC-1 & PSC-2 2,953 2,953 BR-1 PSC-3 3,939 3,939 BR-2 PSC-4 2,445 0 Dry Pond 9,337 6,892 3. Total of RRv Total RRv provided by practices 6,892 cuft (0.158-AF) Total Remaining Storage Volume for practices (after RRv) 9,337cuft - 6,892cuft = 2,445cuft (0.056f) Is provided RRv > adjusted WQv from #1? 0.158 acft >/= 0.214 acft NO Is provided RRv > minimum RRv for all soils identified in #1? 0.158 acft > 0.061 acft YES Is volume available within standard practices for remaining untreated WQv? YES Total Site WQv - 9,337 CF, 0.214AF RRv 6,892-CF, 0.158-AF Remaining WQv - 2,445 CF, 0.056-AF Remaining WQv is treated by a forebay and dry pond. The pond provides 2,445-CF (0.056-AF) bringing the site total WQv treatment to 100%. Is all of the watershed drainage area treated by either area reduction or source control practices? YES Is all of the watershed impervious area treated with either reduction or source control practices? YES Minimum runoff reduction requirements are met for this project. Stormwater Management Summary November 2020 Proposed Greek Peak Wedding Venue Page 6 of 13 Town of Virgil, Cortland County DPP-1 CONTROL SIZING BR-1 Cpv = 24 hour extended detention of post-developed 1-year, 24-hour Storm event (1.98-inch rainfall Cortland County) - 1 yr Cpv 0.130-AF (5,663-CF)– RRv credit of 0.068AF (2,953-CF) = 0.062AF (2,700-CF). The remaining Cpv is captured within the bioretention practice. There is 9,253-CF of storage between the base elevation of the practice and the overflow at 1439.50’ CPv conditions are met. DESIGN POINT 1 SUMMARY (DP-1) Overbank Flood (Qp) – DP1 Qp = Controls the peak discharge from the 10-year storm (3.37-inch rainfall Cortland County) to 10-year predevelopment rates. Pre-developed max rate = 12.53-CFS, Total Volume = 0.725AF (31,581-CF). Post- developed w/o controls max rate = 13.80-CFS, Total Volume = 0.835-AF (36,373-CF). The maximum post-developed run-off rate with the infiltration basins in-line is 8.81- CFS, and the total run-off volume is 0.590-AF (25,700-CF). The Qp Overbank Flood control criterion is met with the bioretention area in-line. Extreme Storm (Qf) – DP1 Control the peak discharge from the 100-year storm (5.67-inch rainfall Cortland County) to 100-year predevelopment rates. Safely pass the 100-year storm event. Pre-developed max run-off rate = 33.49-CFS, Total Volume = 1.908-AF (83,112-CF). Post-developed w/o controls max rate = 34.38-CFS, Total Volume = 2.064-AF (89,908- CF). The maximum post-developed run-off rate with the bioretention area inline is 32.15- CFS, and the total run-off volume is 1.809-AF (78,800-CF). The Qf Overbank Flood control criterion is met with the bioretention practice in-line. Stormwater Management Summary November 2020 Proposed Greek Peak Wedding Venue Page 7 of 13 Town of Virgil, Cortland County DPP-2 CONTROL SIZING BR-2 and Dry Pond Cpv = 24 hour extended detention of post-developed 1-year, 24-hour Storm event (1.98-inch rainfall Cortland County) - 1 yr Cpv 0.117-AF (5,097-CF)– RRv credit of 0.090AF (3,939-CF) = 0.027AF (1,158-CF). The remaining Cpv is captured within the bioretention practice and the dry pond. There is 11,652-CF of storage between the base elevation of the bio practice and the overflow at 1431.50’. The dry pond forebay as 1,400-CF of storage volume. CPv conditions are met. DESIGN POINT 1 SUMMARY (DP-2) Overbank Flood (Qp) – DP2 Qp = Controls the peak discharge from the 10-year storm (3.37-inch rainfall Cortland County) to 10-year predevelopment rates. Pre-developed max rate = 11.35-CFS, Total Volume = 0.716AF (31,189-CF). Post- developed w/o controls max rate = 13.22-CFS, Total Volume = 0.935-AF (40,729-CF). The maximum post-developed run-off rate with the bioretention area and dry ponds in-line is 9.24-CFS, and the total run-off volume is 0.624-AF (27,181-CF). The Qp Overbank Flood control criterion is met with the practices in-line. Extreme Storm (Qf) – DP2 Control the peak discharge from the 100-year storm (5.67-inch rainfall Cortland County) to 100-year predevelopment rates. Safely pass the 100-year storm event. Pre-developed max run-off rate = 38.74-CFS, Total Volume = 2.220-AF (96,703-CF). Post-developed w/o controls max rate = 36.51-CFS, Total Volume = 2.530-AF (110,207- CF). The maximum post-developed run-off rate with the bioretention area and dry pond inline is 32.53-CFS, and the total run-off volume is 2.137-AF (93,088-CF). Stormwater Management Summary November 2020 Proposed Greek Peak Wedding Venue Page 8 of 13 Town of Virgil, Cortland County The Qf Overbank Flood control criterion is met with the practices in-line. Stormwater Management Summary November 2020 Proposed Greek Peak Wedding Venue Page 9 of 13 Town of Virgil, Cortland County METHODOLOGY The methodology used for the hydrologic and hydraulic analysis was obtained from the United States Department of Agriculture (USDA) Soil Conservation Service’s (SCS) Technical Release No. 20, as implemented by the application program HydroCAD. HydroCAD, developed by Applied Microcomputer Systems of Chocorua, New Hampshire, is a Computer-Aided-Design (CAD) program for analyzing the hydrologic and hydraulic characteristics of a given watershed and associated stormwater management facilities. It utilizes the latest modeling techniques to predict the consequences of any given storm. HydroCAD has the capability of computing hydrographs and routing flows through pipes, streams and ponds. Hydrographs represent discharge rates characteristic of specified watershed conditions, precipitation and geologic factors. For this analysis, the watershed and drainage system was broken down into a network consisting of three types of components described below: Subcatchment: A relatively homogeneous area of land, which produces a volume and rate of surface run-off unique to that area. Reach: Uniform streams, channels or pipes which convey stormwater from one distinct point to another reach or pond. Pond: Natural or man-made impoundment (ie. pond), which temporarily stores stormwater run-off and empties in a manner determined by its geometry and the hydraulic structure located at its outlet(s). Subcatchments, reaches and ponds are represented by hexagons, squares and triangles, respectively, on the watershed routing diagrams provided with the computations reference modeling results attached. Stormwater Management Summary November 2020 Proposed Greek Peak Wedding Venue Page 10 of 13 Town of Virgil, Cortland County MODELING RESULTS TABLED (See Appendix 2 for actual modeling data) DPP-1 EXISTING EXISTING FLOW CONDITIONS AT DESIGN POINT (DP1) STORM EVENT PEAK FLOW (CFS) TOTAL VOLUME (AF) 1-year 2.79 0.198 10-year 12.53 0.725 100-year 33.49 1.908 PROPOSED WITHOUT STORMWATER MANAGEMENT FLOW CONDITIONS AT DESIGN POINT (DP1) STORM EVENT PEAK FLOW (CFS) TOTAL VOLUME (AF) 1-year 3.86 0.264 10-year 13.80 0.835 100-year 34.38 2.064 PROPOSED WITH BASINS IN-LINE PROPOSED FLOW CONDITIONS AT DESIGN POINT (DP1) STORM EVENT PEAK FLOW (CFS) TOTAL VOLUME (AF) 1-year 1.80 0.134 10-year 8.81 0.590 100-year 32.15 1.809 Stormwater Management Summary November 2020 Proposed Greek Peak Wedding Venue Page 11 of 13 Town of Virgil, Cortland County DPP-2 EXISTING EXISTING FLOW CONDITIONS AT DESIGN POINT (DP1) STORM EVENT PEAK FLOW (CFS) TOTAL VOLUME (AF) 1-year 0.96 0.134 10-year 11.35 0.000 100-year 38.74 0.716 PROPOSED WITHOUT STORMWATER MANAGEMENT FLOW CONDITIONS AT DESIGN POINT (DP1) STORM EVENT PEAK FLOW (CFS) TOTAL VOLUME (AF) 1-year 3.31 0.261 10-year 13.22 0.935 100-year 36.51 2.530 PROPOSED WITH BASINS IN-LINE PROPOSED FLOW CONDITIONS AT DESIGN POINT (DP1) STORM EVENT PEAK FLOW (CFS) TOTAL VOLUME (AF) 1-year 1.89 0.143 10-year 9.24 0.624 100-year 32.53 2.137 Stormwater Management Summary November 2020 Proposed Greek Peak Wedding Venue Page 12 of 13 Town of Virgil, Cortland County STAGE STORAGE TABLES BIORETENTION AREA 1 STAGE-STORAGE TABLE BR 1 STORM EVENT PEAK STORAGE (CF) PEAK DEPTH (FT) WQv 2,953 1.26’ 1 year (Cpv) 4,647 2.55’ 10 year 9,684 4.06’ 100 year 13,808 4.64’ Notes: Invert of Basin = El. 0’ Invert Qf Outlet (2’ x 6’ broadcrested weir) El. = 4.00’ Top of Pond Crest Elev. El. = 5.00’ BIORETENTION AREA 2 STAGE-STORAGE TABLE BR 2 STORM EVENT PEAK STORAGE (CF) PEAK DEPTH (FT) WQv 3,939 1.39’ 1 year (Cpv) 3,972 1.41’ 10 year 12,030 4.04’ 100 year 17,449 4.64’ Notes: Invert of Basin = El. 0’ Invert Qf Outlet (2’ x 6’ broadcrested weir) El. = 4.00’ Top of Practice Crest Elev. El. = 5.00’ DRY POND STAGE STORAGE TABLE P STORM EVENT PEAK STORAGE (CF) PEAK DEPTH (FT) WQv 2,445 1.15’ 1 year (Cpv) 0 0.00’ 10 year 417 0.24 100 year 3,581 1.56’ Notes: Invert of Basin = El. 0’ Primary Outlet (2.0” Vertical Orifice) El. = 0’ Invert Qf Outlet (4’ x 10’ broadcrested weir) El. = 1.50 Top of Pond Crest Elev. El. = 2.50’ APPENDIX 1 WATER QUALITY VOLUME/RUNOFF REDUCTION WORKSHEETS Version 1.8 Last Updated: 11/09/2015 Total Water Quality Volume Calculation WQv(acre‐feet) = [(P)(Rv)(A)] /12 No Design Point: 1 P= 1.00 inch Catchment Number Total Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (ft 3 )Description 1 2.23 0.78 35% 0.36 2,953 PSC‐1 and PSC‐2 2 3.34 1.02 31% 0.32 3,939 PSC‐3 3 3.03 0.58 19% 0.22 2,445 PSC‐4; Pond 4 5 6 7 8 9 10 Subtotal (1‐30)8.60 2.38 28% 0.30 9,336 Subtotal 1 Total 8.60 2.38 28% 0.30 9,336 Initial WQv Total Contributing Area Contributing Impervious Area (Acre) (Acre) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total Area (Acres) Impervious Area (Acres) Percent Impervious % Runoff Coefficient Rv WQv (ft 3 ) 8.60 2.38 28% 0.30 9,336 0.00 0.00 8.60 2.38 28% 0.30 9,336 0.00 8.60 2.38 28% 0.30 9,336 0 Technique minimum 10,000 sfConservation of Natural Areas WQv reduced by Area Reduction techniques Adjusted WQv after Area Reduction and Rooftop Disconnect Subtract Area Disconnection of Rooftops WQv adjusted after Area Reductions Identify Runoff Reduction Techniques By Area Breakdown of Subcatchments Is this project subject to Chapter 10 of the NYS Design Manual (i.e. WQv is equal to post‐ development 1 year runoff volume)?...................................................................................... "<<Initial WQv" Recalculate WQv after application of Area Reduction Techniques Riparian Buffers maximum contributing length 75 feet to 150 feet Up to 100 sf directly connected impervious area may be subtracted per treeTree Planting Filter Strips Total Manually enter P, Total Area and Impervious Cover. Notes Total Water Quality Volume Calculation WQv(acre‐feet) = [(P)(Rv)(A)] /12 Catchment Total Area Impervious Cover Percent Impervious Runoff Coefficient WQv Description (Acres) (Acres) % Rv (ft 3 ) 1 2.23 0.78 0.35 0.36 2953.01 PSC‐1 and PSC‐ 2 2 3.34 1.02 0.31 0.32 3,939 PSC‐3 3 3.03 0.58 0.19 0.22 2444.81 PSC‐4; Pond 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 All Subcatchments Runoff Reduction Techiques/Standard SMPs Total Contributing Area Total Contributing Impervious Area WQv Reduced (RRv) WQv Treated (acres) (acres) cf cf Conservation of Natural Areas RR‐1 0.00 0.00 Sheetflow to Riparian Buffers/Filter Strips RR‐2 0.00 0.00 Tree Planting/Tree Pit RR‐3 0.00 0.00 Disconnection of Rooftop Runoff RR‐4 0.00 Vegetated Swale RR‐5 0.00 0.00 0 Rain Garden RR‐6 0.00 0.00 0 Stormwater Planter RR‐7 0.00 0.00 0 Rain Barrel/Cistern RR‐8 0.00 0.00 0 Porous Pavement RR‐9 0.00 0.00 0 Green Roof (Intensive & Extensive) RR‐10 0.00 0.00 0 Infiltration Trench I‐1 0.00 0.00 0 0 Infiltration Basin I‐2 0.00 0.00 0 0 Dry Well I‐3 0.00 0.00 0 0 Underground Infiltration System I‐4 Bioretention & Infiltration Bioretention F‐5 5.57 1.80 6892 0 Dry swale O‐1 0.00 0.00 0 0 Micropool Extended Detention (P‐1) P‐1 Wet Pond (P‐2) P‐2 Wet Extended Detention (P‐3) P‐3 Multiple Pond system (P‐4) P‐4 Pocket Pond (p‐5) P‐5 2.94 0.58 2444.000 Surface Sand filter (F‐1) F‐1 Underground Sand filter (F‐2) F‐2 Perimeter Sand Filter (F‐3) F‐3 Organic Filter (F‐4 F‐4 Shallow Wetland (W‐1) W‐1 Extended Detention Wetland (W‐2 W‐2 Pond/Wetland System (W‐3) W‐3 Pocket Wetland (W‐4) W‐4 Wet Swale (O‐2) O‐2 →0.00 0.00 0 →0.00 0.00 0 →5.57 1.80 6892 0 →2.94 0.58 2444 → 8.51 2.38 6,892 2,444 Impervious Cover √ okay Totals by Volume Reduction Totals by Standard SMP w/RRV Totals by Standard SMP Totals ( Area + Volume + all SMPs) Runoff Reduction Volume and Treated volumes Standard SMPs w/RRv CapacityStandard SMPs Area/Volume Reduction Totals by Area Reduction Minimum RRv Soil Group Acres S A 2.33 55% B 0.08 40% C 2.08 30% D 4.03 20% Total Area 8.52 S =0.32 Impervious = 2.38 acre Precipitation 1 in Rv 0.95 Minimum RRv 2,643 ft3 0.06 af Enter the Soils Data for the site Calculate the Minimum RRv NOI QUESTIONS # cf af 28 9336 0.214 30 6892 0.158 31 32 2643 0.061 32a 33a 2444 0.056 34 9336 0.214 34 9336 0.214 35 36 Cpv 37 Qp 37 Qf Are Quantity Control requirements met? Channel Protection Apply Peak Flow Attenuation Overbank Extreme Flood Control Reported Value Yes No Yes Minimum RRv NOI Question Sum of Volume Reduced & Treated Total WQv Treated Total RRV Provided Total Water Quality Volume (WQv) Required Is Sum RRv Provided and WQv Provided ≥WQv Required? Sum of Volume Reduced and Treated Is RRv Provided ≥ Minimum RRv Required? Is RRv Provided ≥WQv Required? Bioretention Worksheet Af WQv df hf tf Design Point:1 Catchment Number Total Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (ft 3 ) Precipitation (in)Description 1 2.23 0.78 0.35 0.36 2953.01 1.00 PSC‐1 and PSC‐2 35% 0.36 2,953 ft 3 C 0.20 in/hour Yes Units Notes ft 3 df ft 2.5‐4 ft k ft/day hf ft 6 inches max. tf days Af ft 2 30 ft 218 ft 6540 ft 2 7848 ft 3 3,139 2,953 ft 3 0 ft 3 0 ft 3 OK Actual Volume Provided Is the Bioretention contributing flow to another practice?Select Practice 2461 Value Enter Average Height of Ponding Enter Hydraulic Conductivity Enter Depth of Soil Media Filter Area Determine Actual Bio‐Retention Area 2 Filter Width Filter Length Volume Directed This volume is directed another practice (For use on HSG C or D Soils with underdrains) Soil Information Sizing √Check to be sure Area provided ≥ Af RRv RRv applied Volume Treated Enter Site Data For Drainage Area to be Treated by Practice Calculate the Minimum Filter Area Enter the portion of the WQv that is not reduced for all practices routed to this practice. WQv Enter Filter Time 2,953 2.5 0.5 0.5 Required Filter Area Af=WQv*(df)/[k*(hf+df)(tf)] This is the portion of the WQv that is not reduced in the practice. This is 40% of the storage provided or WQv whichever is less. Determine Runoff Reduction Required Surface Area (ft2) Water Quality Volume (ft3) Depth of the Soil Medium (feet) The hydraulic conductivity [ft/day], can be varied depending on the properties of the soil media. Some reported conductivity values are: Sand ‐ 3.5 ft/day (City of Austin 1988); Peat ‐ 2.0 ft/day (Galli 1990); Leaf Compost ‐ 8.7 ft/day (Claytor and Schueler, 1996); Bioretention Soil (0.5 ft/day (Claytor & Average height of water above the planter bed Volume Through the Filter Media (days) k Enter Impervious Area Reduced by Disconnection of Rooftops <<WQv after adjusting for Disconnected Rooftops Okay Soil Infiltration Rate Using Underdrains? Soil Group Okay Bioretention Worksheet Af WQv df hf tf Design Point:1 Catchment Number Total Area (Acres) Impervious Area (Acres) Percent Impervious % Rv WQv (ft 3 ) Precipitation (in)Description 2 3.34 1.02 0.31 0.32 3938.55 1.00 PSC‐3 31% 0.32 3,939 ft 3 D 0.20 in/hour Yes Units Notes ft 3 df ft 2.5‐4 ft k ft/day hf ft 6 inches max. tf days Af ft 2 33 ft 250 ft 8250 ft 2 9900 ft 3 3,960 3,939 ft 3 0 ft 3 0 ft 3 OKSizing √Check to be sure Area provided ≥ Af Volume Treated Volume Directed This volume is directed another practice Filter Length Filter Area RRv applied 2.5 Soil Infiltration Rate Using Underdrains? Soil Information Soil Group Okay Okay Enter Impervious Area Reduced by Disconnection of Rooftops <<WQv after adjusting for Disconnected Rooftops The hydraulic conductivity [ft/day], can be varied depending on the properties of the soil media. Some reported conductivity values are: Sand ‐ 3.5 ft/day (City of Austin 1988); Peat ‐ 2.0 ft/day (Galli 1990); Leaf Compost ‐ 8.7 ft/day (Claytor and Schueler, 1996); Bioretention Soil (0.5 ft/day (Claytor & Schueler, 1996) (For use on HSG C or D Soils with underdrains) Af=WQv*(df)/[k*(hf+df)(tf)] Select Practice This is the portion of the WQv that is not reduced in the practice. Required Surface Area (ft2) k Water Quality Volume (ft3) Depth of the Soil Medium (feet) Average height of water above the planter bed Volume Through the Filter Media (days) Enter Site Data For Drainage Area to be Treated by Practice Enter the portion of the WQv that is not reduced for all practices routed to this practice. 3,939 Enter Depth of Soil Media Calculate the Minimum Filter Area Value WQv 0.5 Enter Average Height of Ponding 0.5 Enter Filter Time Determine Actual Bio‐Retention Area Filter Width Actual Volume Provided This is 40% of the storage provided or WQv whichever is less. Determine Runoff Reduction Is the Bioretention contributing flow to another practice? 2 Required Filter Area 3282 Enter Hydraulic Conductivity RRv APPENDIX 2 HYDRAULIC MODELING DATA ESC-1 Existing Subcatchment 1 ESC-2 Existing Subcatchment 2 OSC-1 Proposed Off-Site Subcatchment 1 OSC-2 Proposed Off-Site Subcatchment 2 PSC-1 Proposed Subcatchment 1 PSC-2 Proposed Subcatchment 2 PSC-3 Proposed Subcatchment 3 PSC-4 Proposed Subcatchment 4 DPP 1 Lake DPP 2 Design Point Summary 2 EDP 1 Existing Design Point Summation 1 EDP 2 Existing Design Point Summation 2 BR 1 Bioretention Area 1 BR 2 Bioretention Area 2 P Pond Routing Diagram for GreekPeakWeddingVenue Prepared by {enter your company name here}, Printed 11/17/2020 HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link GreekPeakWedding_1 Yr Rain Event GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 2HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.035 61 >75% Grass cover, Good, HSG B (PSC-1) 0.302 74 >75% Grass cover, Good, HSG C (PSC-1, PSC-2) 1.111 80 >75% Grass cover, Good, HSG D (PSC-1, PSC-2) 1.912 30 Brush, Good, HSG A (PSC-4) 0.980 65 Brush, Good, HSG C (PSC-3) 1.788 73 Brush, Good, HSG D (PSC-3, PSC-4) 0.151 98 Building, HSG C (PSC-1) 0.418 98 Paved parking, HSG A (PSC-4) 1.022 98 Paved parking, HSG C (PSC-3) 0.631 98 Paved parking, HSG D (PSC-1, PSC-2, PSC-4) 0.159 98 Unconnected roofs, HSG D (PSC-2) 2.325 32 Woods/grass comb., Good, HSG A (ESC-2) 0.082 58 Woods/grass comb., Good, HSG B (ESC-1) 29.459 72 Woods/grass comb., Good, HSG C (ESC-1, ESC-2, OSC-1, OSC-2) 4.049 79 Woods/grass comb., Good, HSG D (ESC-1, ESC-2) 44.424 70 TOTAL AREA GreekPeakWedding_1 Yr Rain Event GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 3HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.035 0.302 1.111 0.000 1.448 >75% Grass cover, Good PSC-1, PSC-2 1.912 0.000 0.980 1.788 0.000 4.680 Brush, Good PSC-3, PSC-4 0.000 0.000 0.151 0.000 0.000 0.151 Building PSC-1 0.418 0.000 1.022 0.631 0.000 2.070 Paved parking PSC-1, PSC-2, PSC-3, PSC-4 0.000 0.000 0.000 0.159 0.000 0.159 Unconnected roofs PSC-2 2.325 0.082 29.459 4.049 0.000 35.915 Woods/grass comb., Good ESC-1, ESC-2, OSC-1, OSC-2 4.655 0.117 31.914 7.738 0.000 44.424 TOTAL AREA GreekPeakWedding_1 Yr Rain Event GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 4HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Inside-Fill (inches) 1 PSC-3 0.00 0.00 40.0 0.0620 0.013 12.0 0.0 0.0 GreekPeakWedding_1 Yr Rain Event Type II 24-hr Rainfall=1.98"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 5HydroCAD® 10.00-21 s/n 01939 © 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 Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=385,895 sf 0.00% Impervious Runoff Depth>0.27"Subcatchment ESC-1: Existing Flow Length=1,162' Tc=13.7 min CN=73 Runoff=2.79 cfs 0.198 af Runoff Area=582,128 sf 0.00% Impervious Runoff Depth>0.12"Subcatchment ESC-2: Existing Flow Length=1,699' Tc=13.8 min CN=66 Runoff=0.96 cfs 0.134 af Runoff Area=288,779 sf 0.00% Impervious Runoff Depth>0.24"Subcatchment OSC-1: Proposed Off-Site Flow Length=1,000' Tc=13.7 min CN=72 Runoff=1.80 cfs 0.134 af Runoff Area=307,674 sf 0.00% Impervious Runoff Depth>0.24"Subcatchment OSC-2: Proposed Off-Site Flow Length=1,481' Tc=14.1 min CN=72 Runoff=1.89 cfs 0.143 af Runoff Area=39,884 sf 57.50% Impervious Runoff Depth>0.87"Subcatchment PSC-1: Proposed Flow Length=369' Tc=5.2 min CN=88 Runoff=1.55 cfs 0.067 af Runoff Area=57,220 sf 19.42% Impervious Runoff Depth>0.57"Subcatchment PSC-2: Proposed Flow Length=222' Tc=5.7 min UI Adjusted CN=82 Runoff=1.45 cfs 0.063 af Runoff Area=145,667 sf 30.55% Impervious Runoff Depth>0.42"Subcatchment PSC-3: Proposed Flow Length=539' Tc=1.4 min CN=78 Runoff=2.97 cfs 0.117 af Runoff Area=127,856 sf 19.67% Impervious Runoff Depth=0.00"Subcatchment PSC-4: Proposed Flow Length=1,373' Tc=9.2 min CN=50 Runoff=0.00 cfs 0.000 af Inflow=1.80 cfs 0.134 afReach DPP 1: Lake Outflow=1.80 cfs 0.134 af Inflow=1.89 cfs 0.143 afReach DPP 2: Design Point Summary 2 Outflow=1.89 cfs 0.143 af Inflow=2.79 cfs 0.198 afReach EDP 1: Existing Design Point Summation 1 Outflow=2.79 cfs 0.198 af Inflow=0.96 cfs 0.134 afReach EDP 2: Existing Design Point Summation 2 Outflow=0.96 cfs 0.134 af Peak Elev=1,438.05' Storage=4,647 cf Inflow=2.98 cfs 0.129 afPond BR 1: Bioretention Area 1 Discarded=0.03 cfs 0.023 af Primary=0.00 cfs 0.000 af Outflow=0.03 cfs 0.023 af Peak Elev=1,428.91' Storage=3,972 cf Inflow=2.97 cfs 0.117 afPond BR 2: Bioretention Area 2 Discarded=0.04 cfs 0.026 af Primary=0.00 cfs 0.000 af Outflow=0.04 cfs 0.026 af Peak Elev=1,381.00' Storage=0 cf Inflow=0.00 cfs 0.000 afPond P: Pond Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.000 af Total Runoff Area = 44.424 ac Runoff Volume = 0.857 af Average Runoff Depth = 0.23" 94.64% Pervious = 42.043 ac 5.36% Impervious = 2.381 ac GreekPeakWedding_1 Yr Rain Event Type II 24-hr Rainfall=1.98"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 6HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment ESC-1: Existing Subcatchment 1 Runoff = 2.79 cfs @ 12.09 hrs, Volume= 0.198 af, Depth> 0.27" 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 Rainfall=1.98" Area (sf) CN Description 322,926 72 Woods/grass comb., Good, HSG C 3,590 58 Woods/grass comb., Good, HSG B 59,379 79 Woods/grass comb., Good, HSG D 385,895 73 Weighted Average 385,895 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.9 100 0.1350 0.15 Sheet Flow, First 100' Flowpath Woods: Light underbrush n= 0.400 P2= 2.70" 2.8 1,062 0.1720 6.22 Shallow Concentrated Flow, Balance of Longest Flowpath Grassed Waterway Kv= 15.0 fps 13.7 1,162 Total Subcatchment ESC-1: Existing Subcatchment 1 Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)3 2 1 0 Type II 24-hr Rainfall=1.98" Runoff Area=385,895 sf Runoff Volume=0.198 af Runoff Depth>0.27" Flow Length=1,162' Tc=13.7 min CN=73 2.79 cfs GreekPeakWedding_1 Yr Rain Event Type II 24-hr Rainfall=1.98"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 7HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment ESC-2: Existing Subcatchment 2 Runoff = 0.96 cfs @ 12.14 hrs, Volume= 0.134 af, Depth> 0.12" 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 Rainfall=1.98" Area (sf) CN Description 363,844 72 Woods/grass comb., Good, HSG C 101,290 32 Woods/grass comb., Good, HSG A 116,994 79 Woods/grass comb., Good, HSG D 582,128 66 Weighted Average 582,128 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.4 100 0.1500 0.16 Sheet Flow, First 100' Flowpath Woods: Light underbrush n= 0.400 P2= 2.70" 2.9 1,018 0.1500 5.81 Shallow Concentrated Flow, Balance of flow to channel Grassed Waterway Kv= 15.0 fps 0.5 581 0.1460 20.07 321.17 Trap/Vee/Rect Channel Flow, Balance of Longest Flowpath Bot.W=2.00' D=2.00' Z= 3.0 '/' Top.W=14.00' n= 0.030 13.8 1,699 Total Subcatchment ESC-2: Existing Subcatchment 2 Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Type II 24-hr Rainfall=1.98" Runoff Area=582,128 sf Runoff Volume=0.134 af Runoff Depth>0.12" Flow Length=1,699' Tc=13.8 min CN=66 0.96 cfs GreekPeakWedding_1 Yr Rain Event Type II 24-hr Rainfall=1.98"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 8HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment OSC-1: Proposed Off-Site Subcatchment 1 Runoff = 1.80 cfs @ 12.10 hrs, Volume= 0.134 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 Rainfall=1.98" Area (sf) CN Description 288,779 72 Woods/grass comb., Good, HSG C 288,779 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.9 100 0.1350 0.15 Sheet Flow, First 100' Flowpath Woods: Light underbrush n= 0.400 P2= 2.70" 2.6 850 0.1350 5.51 Shallow Concentrated Flow, Balance of Flow to Diversion Grassed Waterway Kv= 15.0 fps 0.2 50 0.0100 5.25 84.05 Trap/Vee/Rect Channel Flow, Balance of Longest Flowpath Bot.W=2.00' D=2.00' Z= 3.0 '/' Top.W=14.00' n= 0.030 13.7 1,000 Total Subcatchment OSC-1: Proposed Off-Site Subcatchment 1 Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)2 1 0 Type II 24-hr Rainfall=1.98" Runoff Area=288,779 sf Runoff Volume=0.134 af Runoff Depth>0.24" Flow Length=1,000' Tc=13.7 min CN=72 1.80 cfs GreekPeakWedding_1 Yr Rain Event Type II 24-hr Rainfall=1.98"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 9HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment OSC-2: Proposed Off-Site Subcatchment 2 Runoff = 1.89 cfs @ 12.10 hrs, Volume= 0.143 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 Rainfall=1.98" Area (sf) CN Description 307,674 72 Woods/grass comb., Good, HSG C 307,674 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.4 100 0.1500 0.16 Sheet Flow, First 100' Flowpath Woods: Light underbrush n= 0.400 P2= 2.70" 3.4 1,177 0.1500 5.81 Shallow Concentrated Flow, Balance of flow to channel Grassed Waterway Kv= 15.0 fps 0.3 204 0.0390 10.37 165.99 Trap/Vee/Rect Channel Flow, Balance of Longest Flowpath Bot.W=2.00' D=2.00' Z= 3.0 '/' Top.W=14.00' n= 0.030 14.1 1,481 Total Subcatchment OSC-2: Proposed Off-Site Subcatchment 2 Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)2 1 0 Type II 24-hr Rainfall=1.98" Runoff Area=307,674 sf Runoff Volume=0.143 af Runoff Depth>0.24" Flow Length=1,481' Tc=14.1 min CN=72 1.89 cfs GreekPeakWedding_1 Yr Rain Event Type II 24-hr Rainfall=1.98"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 10HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment PSC-1: Proposed Subcatchment 1 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.55 cfs @ 11.96 hrs, Volume= 0.067 af, Depth> 0.87" 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 Rainfall=1.98" Area (sf) CN Description 16,342 98 Paved parking, HSG D * 6,590 98 Building, HSG C 1,526 61 >75% Grass cover, Good, HSG B 5,801 80 >75% Grass cover, Good, HSG D 9,625 74 >75% Grass cover, Good, HSG C 39,884 88 Weighted Average 16,952 42.50% Pervious Area 22,932 57.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 100 0.0050 0.73 Sheet Flow, First 100' Flowpath Smooth surfaces n= 0.011 P2= 2.70" 2.9 269 0.0060 1.57 Shallow Concentrated Flow, Balance of Longest Flowpath Paved Kv= 20.3 fps 5.2 369 Total GreekPeakWedding_1 Yr Rain Event Type II 24-hr Rainfall=1.98"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 11HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Subcatchment PSC-1: Proposed Subcatchment 1 Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Type II 24-hr Rainfall=1.98" Runoff Area=39,884 sf Runoff Volume=0.067 af Runoff Depth>0.87" Flow Length=369' Tc=5.2 min CN=88 1.55 cfs GreekPeakWedding_1 Yr Rain Event Type II 24-hr Rainfall=1.98"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 12HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment PSC-2: Proposed Subcatchment 2 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.45 cfs @ 11.98 hrs, Volume= 0.063 af, Depth> 0.57" 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 Rainfall=1.98" Area (sf) CN Adj Description * 6,921 98 Unconnected roofs, HSG D * 4,192 98 Paved parking, HSG D 42,578 80 >75% Grass cover, Good, HSG D 3,529 74 >75% Grass cover, Good, HSG C 57,220 83 82 Weighted Average, UI Adjusted 46,107 80.58% Pervious Area 11,113 19.42% Impervious Area 6,921 62.28% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.9 51 0.3600 0.30 Sheet Flow, First 100' Flowpath Grass: Dense n= 0.240 P2= 2.70" 0.5 31 0.0200 1.00 Sheet Flow, Paved Surfaces Smooth surfaces n= 0.011 P2= 2.70" 1.6 15 0.0550 0.16 Sheet Flow, Balance of First 100' Flowpath Grass: Short n= 0.150 P2= 2.70" 0.7 125 0.0400 3.00 Shallow Concentrated Flow, Balance of Longest Flowpath Grassed Waterway Kv= 15.0 fps 5.7 222 Total GreekPeakWedding_1 Yr Rain Event Type II 24-hr Rainfall=1.98"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 13HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Subcatchment PSC-2: Proposed Subcatchment 2 Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Type II 24-hr Rainfall=1.98" Runoff Area=57,220 sf Runoff Volume=0.063 af Runoff Depth>0.57" Flow Length=222' Tc=5.7 min UI Adjusted CN=82 1.45 cfs GreekPeakWedding_1 Yr Rain Event Type II 24-hr Rainfall=1.98"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 14HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment PSC-3: Proposed Subcatchment 3 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.97 cfs @ 11.92 hrs, Volume= 0.117 af, Depth> 0.42" 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 Rainfall=1.98" Area (sf) CN Description 42,690 65 Brush, Good, HSG C 58,476 73 Brush, Good, HSG D 44,501 98 Paved parking, HSG C 145,667 78 Weighted Average 101,166 69.45% Pervious Area 44,501 30.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 31 0.0200 1.00 Sheet Flow, First 100' Flowpath Smooth surfaces n= 0.011 P2= 2.70" 0.5 308 0.0440 10.17 101.71 Trap/Vee/Rect Channel Flow, Road Swale Bot.W=2.00' D=2.00' Z= 3.0 & 0.0 '/' Top.W=8.00' n= 0.030 0.1 40 0.0620 11.30 8.87 Pipe Channel, Culvert to Bio Area 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 0.3 160 0.0250 8.31 132.90 Trap/Vee/Rect Channel Flow, Balance of Longest Flowpath Bot.W=2.00' D=2.00' Z= 3.0 '/' Top.W=14.00' n= 0.030 1.4 539 Total GreekPeakWedding_1 Yr Rain Event Type II 24-hr Rainfall=1.98"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 15HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Subcatchment PSC-3: Proposed Subcatchment 3 Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)3 2 1 0 Type II 24-hr Rainfall=1.98" Runoff Area=145,667 sf Runoff Volume=0.117 af Runoff Depth>0.42" Flow Length=539' Tc=1.4 min CN=78 2.97 cfs GreekPeakWedding_1 Yr Rain Event Type II 24-hr Rainfall=1.98"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 16HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment PSC-4: Proposed Subcatchment 4 [45] Hint: Runoff=Zero 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 Rainfall=1.98" Area (sf) CN Description 18,214 98 Paved parking, HSG A 6,939 98 Paved parking, HSG D 83,276 30 Brush, Good, HSG A 19,427 73 Brush, Good, HSG D 127,856 50 Weighted Average 102,703 80.33% Pervious Area 25,153 19.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 100 0.1300 0.23 Sheet Flow, First 100' Flowpath Grass: Dense n= 0.240 P2= 2.70" 0.2 53 0.1300 5.41 Shallow Concentrated Flow, Balance of flow to road swale Grassed Waterway Kv= 15.0 fps 1.7 1,220 0.0540 12.21 195.32 Trap/Vee/Rect Channel Flow, Road Swale Bot.W=2.00' D=2.00' Z= 3.0 '/' Top.W=14.00' n= 0.030 9.2 1,373 Total GreekPeakWedding_1 Yr Rain Event Type II 24-hr Rainfall=1.98"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 17HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Subcatchment PSC-4: Proposed Subcatchment 4 Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Type II 24-hr Rainfall=1.98" Runoff Area=127,856 sf Runoff Volume=0.000 af Runoff Depth=0.00" Flow Length=1,373' Tc=9.2 min CN=50 0.00 cfs GreekPeakWedding_1 Yr Rain Event Type II 24-hr Rainfall=1.98"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 18HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Reach DPP 1: Lake [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 8.859 ac, 8.82% Impervious, Inflow Depth > 0.18" Inflow = 1.80 cfs @ 12.10 hrs, Volume= 0.134 af Outflow = 1.80 cfs @ 12.10 hrs, Volume= 0.134 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach DPP 1: Lake Inflow Outflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)2 1 0 Inflow Area=8.859 ac 1.80 cfs1.80 cfs GreekPeakWedding_1 Yr Rain Event Type II 24-hr Rainfall=1.98"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 19HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Reach DPP 2: Design Point Summary 2 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 13.342 ac, 11.98% Impervious, Inflow Depth > 0.13" Inflow = 1.89 cfs @ 12.10 hrs, Volume= 0.143 af Outflow = 1.89 cfs @ 12.10 hrs, Volume= 0.143 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach DPP 2: Design Point Summary 2 Inflow Outflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)2 1 0 Inflow Area=13.342 ac 1.89 cfs1.89 cfs GreekPeakWedding_1 Yr Rain Event Type II 24-hr Rainfall=1.98"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 20HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Reach EDP 1: Existing Design Point Summation 1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 8.859 ac, 0.00% Impervious, Inflow Depth > 0.27" Inflow = 2.79 cfs @ 12.09 hrs, Volume= 0.198 af Outflow = 2.79 cfs @ 12.09 hrs, Volume= 0.198 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach EDP 1: Existing Design Point Summation 1 Inflow Outflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)3 2 1 0 Inflow Area=8.859 ac 2.79 cfs2.79 cfs GreekPeakWedding_1 Yr Rain Event Type II 24-hr Rainfall=1.98"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 21HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Reach EDP 2: Existing Design Point Summation 2 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 13.364 ac, 0.00% Impervious, Inflow Depth > 0.12" Inflow = 0.96 cfs @ 12.14 hrs, Volume= 0.134 af Outflow = 0.96 cfs @ 12.14 hrs, Volume= 0.134 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach EDP 2: Existing Design Point Summation 2 Inflow Outflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=13.364 ac 0.96 cfs0.96 cfs GreekPeakWedding_1 Yr Rain Event Type II 24-hr Rainfall=1.98"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 22HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Pond BR 1: Bioretention Area 1 Inflow Area = 2.229 ac, 35.06% Impervious, Inflow Depth > 0.70" Inflow = 2.98 cfs @ 11.97 hrs, Volume= 0.129 af Outflow = 0.03 cfs @ 11.60 hrs, Volume= 0.023 af, Atten= 99%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.60 hrs, Volume= 0.023 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,438.05' @ 20.00 hrs Surf.Area= 6,540 sf Storage= 4,647 cf Flood Elev= 1,440.50' Surf.Area= 0 sf Storage= 14,825 cf Plug-Flow detention time= 230.5 min calculated for 0.023 af (17% of inflow) Center-of-Mass det. time= 130.6 min ( 929.5 - 798.9 ) Volume Invert Avail.Storage Storage Description #1 1,435.50' 14,825 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 1,435.50 6,540 0.0 0 0 1,436.50 6,540 40.0 2,616 2,616 1,436.51 6,540 20.0 13 2,629 1,439.00 6,540 20.0 3,257 5,886 1,439.10 6,540 100.0 654 6,540 1,440.00 7,631 100.0 6,377 12,917 1,440.50 0 100.0 1,908 14,825 Device Routing Invert Outlet Devices #1 Discarded 1,435.50'0.200 in/hr Exfiltration over Surface area #2 Primary 1,439.50'6.0' long x 2.0' 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 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.03 cfs @ 11.60 hrs HW=1,435.56' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1,435.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) GreekPeakWedding_1 Yr Rain Event Type II 24-hr Rainfall=1.98"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 23HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Pond BR 1: Bioretention Area 1 Inflow Outflow Discarded Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)3 2 1 0 Inflow Area=2.229 ac Peak Elev=1,438.05' Storage=4,647 cf 2.98 cfs 0.03 cfs0.03 cfs0.00 cfs GreekPeakWedding_1 Yr Rain Event Type II 24-hr Rainfall=1.98"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 24HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Pond BR 2: Bioretention Area 2 Inflow Area = 3.344 ac, 30.55% Impervious, Inflow Depth > 0.42" Inflow = 2.97 cfs @ 11.92 hrs, Volume= 0.117 af Outflow = 0.04 cfs @ 11.80 hrs, Volume= 0.026 af, Atten= 99%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.80 hrs, Volume= 0.026 af Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,428.91' @ 20.00 hrs Surf.Area= 8,250 sf Storage= 3,972 cf Flood Elev= 1,433.00' Surf.Area= 0 sf Storage= 20,893 cf Plug-Flow detention time= 240.9 min calculated for 0.026 af (22% of inflow) Center-of-Mass det. time= 133.9 min ( 952.3 - 818.4 ) Volume Invert Avail.Storage Storage Description #1 1,427.50' 20,893 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 1,427.50 8,250 0.0 0 0 1,428.50 8,250 40.0 3,300 3,300 1,428.51 8,250 20.0 16 3,316 1,431.00 8,250 20.0 4,109 7,425 1,431.10 8,250 100.0 825 8,250 1,432.00 9,400 100.0 7,943 16,193 1,433.00 0 100.0 4,700 20,893 Device Routing Invert Outlet Devices #1 Discarded 1,427.50'0.200 in/hr Exfiltration over Surface area #2 Primary 1,431.50'6.0' long x 2.0' 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 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.04 cfs @ 11.80 hrs HW=1,427.57' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1,427.50' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) GreekPeakWedding_1 Yr Rain Event Type II 24-hr Rainfall=1.98"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 25HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Pond BR 2: Bioretention Area 2 Inflow Outflow Discarded Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)3 2 1 0 Inflow Area=3.344 ac Peak Elev=1,428.91' Storage=3,972 cf 2.97 cfs 0.04 cfs0.04 cfs0.00 cfs GreekPeakWedding_1 Yr Rain Event Type II 24-hr Rainfall=1.98"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 26HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Pond P: Pond Inflow Area = 2.935 ac, 19.67% Impervious, Inflow Depth = 0.00" 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 Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,381.00' @ 5.00 hrs Surf.Area= 1,639 sf Storage= 0 cf Flood Elev= 1,385.00' Surf.Area= 0 sf Storage= 11,054 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 1,381.00' 11,054 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,381.00 1,639 0 0 1,382.00 2,458 2,049 2,049 1,383.00 3,378 2,918 4,967 1,384.00 4,398 3,888 8,855 1,385.00 0 2,199 11,054 Device Routing Invert Outlet Devices #1 Primary 1,381.00'2.0" Vert. Orifice/Grate C= 0.600 #2 Secondary 1,382.50'10.0' long x 4.0' 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 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1,381.00' (Free Discharge) 1=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1,381.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) GreekPeakWedding_1 Yr Rain Event Type II 24-hr Rainfall=1.98"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 27HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Pond P: Pond Inflow Outflow Primary Secondary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)1 0 Inflow Area=2.935 ac Peak Elev=1,381.00' Storage=0 cf 0.00 cfs0.00 cfs0.00 cfs0.00 cfs GreekPeakWedding_10 Yr Rain Event GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 1HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.035 61 >75% Grass cover, Good, HSG B (PSC-1) 0.302 74 >75% Grass cover, Good, HSG C (PSC-1, PSC-2) 1.111 80 >75% Grass cover, Good, HSG D (PSC-1, PSC-2) 1.912 30 Brush, Good, HSG A (PSC-4) 0.980 65 Brush, Good, HSG C (PSC-3) 1.788 73 Brush, Good, HSG D (PSC-3, PSC-4) 0.151 98 Building, HSG C (PSC-1) 0.418 98 Paved parking, HSG A (PSC-4) 1.022 98 Paved parking, HSG C (PSC-3) 0.631 98 Paved parking, HSG D (PSC-1, PSC-2, PSC-4) 0.159 98 Unconnected roofs, HSG D (PSC-2) 2.325 32 Woods/grass comb., Good, HSG A (ESC-2) 0.082 58 Woods/grass comb., Good, HSG B (ESC-1) 29.459 72 Woods/grass comb., Good, HSG C (ESC-1, ESC-2, OSC-1, OSC-2) 4.049 79 Woods/grass comb., Good, HSG D (ESC-1, ESC-2) 44.424 70 TOTAL AREA GreekPeakWedding_10 Yr Rain Event GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 2HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.035 0.302 1.111 0.000 1.448 >75% Grass cover, Good PSC-1, PSC-2 1.912 0.000 0.980 1.788 0.000 4.680 Brush, Good PSC-3, PSC-4 0.000 0.000 0.151 0.000 0.000 0.151 Building PSC-1 0.418 0.000 1.022 0.631 0.000 2.070 Paved parking PSC-1, PSC-2, PSC-3, PSC-4 0.000 0.000 0.000 0.159 0.000 0.159 Unconnected roofs PSC-2 2.325 0.082 29.459 4.049 0.000 35.915 Woods/grass comb., Good ESC-1, ESC-2, OSC-1, OSC-2 4.655 0.117 31.914 7.738 0.000 44.424 TOTAL AREA GreekPeakWedding_10 Yr Rain Event GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 3HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Inside-Fill (inches) 1 PSC-3 0.00 0.00 40.0 0.0620 0.013 12.0 0.0 0.0 GreekPeakWedding_10 Yr Rain Event Type II 24-hr Rainfall=3.37"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 4HydroCAD® 10.00-21 s/n 01939 © 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 Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=385,895 sf 0.00% Impervious Runoff Depth>0.98"Subcatchment ESC-1: Existing Flow Length=1,162' Tc=13.7 min CN=73 Runoff=12.53 cfs 0.725 af Runoff Area=582,128 sf 0.00% Impervious Runoff Depth>0.64"Subcatchment ESC-2: Existing Flow Length=1,699' Tc=13.8 min CN=66 Runoff=11.35 cfs 0.716 af Runoff Area=288,779 sf 0.00% Impervious Runoff Depth>0.93"Subcatchment OSC-1: Proposed Off-Site Flow Length=1,000' Tc=13.7 min CN=72 Runoff=8.81 cfs 0.514 af Runoff Area=307,674 sf 0.00% Impervious Runoff Depth>0.93"Subcatchment OSC-2: Proposed Off-Site Flow Length=1,481' Tc=14.1 min CN=72 Runoff=9.24 cfs 0.547 af Runoff Area=39,884 sf 57.50% Impervious Runoff Depth>2.00"Subcatchment PSC-1: Proposed Flow Length=369' Tc=5.2 min CN=88 Runoff=3.43 cfs 0.153 af Runoff Area=57,220 sf 19.42% Impervious Runoff Depth>1.54"Subcatchment PSC-2: Proposed Flow Length=222' Tc=5.7 min UI Adjusted CN=82 Runoff=3.84 cfs 0.169 af Runoff Area=145,667 sf 30.55% Impervious Runoff Depth>1.28"Subcatchment PSC-3: Proposed Flow Length=539' Tc=1.4 min CN=78 Runoff=9.17 cfs 0.357 af Runoff Area=127,856 sf 19.67% Impervious Runoff Depth>0.13"Subcatchment PSC-4: Proposed Flow Length=1,373' Tc=9.2 min CN=50 Runoff=0.12 cfs 0.032 af Inflow=8.81 cfs 0.590 afReach DPP 1: Lake Outflow=8.81 cfs 0.590 af Inflow=9.24 cfs 0.624 afReach DPP 2: Design Point Summary 2 Outflow=9.24 cfs 0.624 af Inflow=12.53 cfs 0.725 afReach EDP 1: Existing Design Point Summation 1 Outflow=12.53 cfs 0.725 af Inflow=11.35 cfs 0.716 afReach EDP 2: Existing Design Point Summation 2 Outflow=11.35 cfs 0.716 af Peak Elev=1,439.56' Storage=9,684 cf Inflow=7.26 cfs 0.322 afPond BR 1: Bioretention Area 1 Discarded=0.03 cfs 0.029 af Primary=0.24 cfs 0.077 af Outflow=0.27 cfs 0.106 af Peak Elev=1,431.54' Storage=12,030 cf Inflow=9.17 cfs 0.357 afPond BR 2: Bioretention Area 2 Discarded=0.04 cfs 0.031 af Primary=0.16 cfs 0.053 af Outflow=0.20 cfs 0.084 af Peak Elev=1,381.24' Storage=417 cf Inflow=0.12 cfs 0.032 afPond P: Pond Primary=0.04 cfs 0.024 af Secondary=0.00 cfs 0.000 af Outflow=0.04 cfs 0.024 af Total Runoff Area = 44.424 ac Runoff Volume = 3.212 af Average Runoff Depth = 0.87" 94.64% Pervious = 42.043 ac 5.36% Impervious = 2.381 ac GreekPeakWedding_10 Yr Rain Event Type II 24-hr Rainfall=3.37"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 5HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment ESC-1: Existing Subcatchment 1 Runoff = 12.53 cfs @ 12.07 hrs, Volume= 0.725 af, Depth> 0.98" 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 Rainfall=3.37" Area (sf) CN Description 322,926 72 Woods/grass comb., Good, HSG C 3,590 58 Woods/grass comb., Good, HSG B 59,379 79 Woods/grass comb., Good, HSG D 385,895 73 Weighted Average 385,895 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.9 100 0.1350 0.15 Sheet Flow, First 100' Flowpath Woods: Light underbrush n= 0.400 P2= 2.70" 2.8 1,062 0.1720 6.22 Shallow Concentrated Flow, Balance of Longest Flowpath Grassed Waterway Kv= 15.0 fps 13.7 1,162 Total Subcatchment ESC-1: Existing Subcatchment 1 Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr Rainfall=3.37" Runoff Area=385,895 sf Runoff Volume=0.725 af Runoff Depth>0.98" Flow Length=1,162' Tc=13.7 min CN=73 12.53 cfs GreekPeakWedding_10 Yr Rain Event Type II 24-hr Rainfall=3.37"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 6HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment ESC-2: Existing Subcatchment 2 Runoff = 11.35 cfs @ 12.08 hrs, Volume= 0.716 af, Depth> 0.64" 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 Rainfall=3.37" Area (sf) CN Description 363,844 72 Woods/grass comb., Good, HSG C 101,290 32 Woods/grass comb., Good, HSG A 116,994 79 Woods/grass comb., Good, HSG D 582,128 66 Weighted Average 582,128 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.4 100 0.1500 0.16 Sheet Flow, First 100' Flowpath Woods: Light underbrush n= 0.400 P2= 2.70" 2.9 1,018 0.1500 5.81 Shallow Concentrated Flow, Balance of flow to channel Grassed Waterway Kv= 15.0 fps 0.5 581 0.1460 20.07 321.17 Trap/Vee/Rect Channel Flow, Balance of Longest Flowpath Bot.W=2.00' D=2.00' Z= 3.0 '/' Top.W=14.00' n= 0.030 13.8 1,699 Total Subcatchment ESC-2: Existing Subcatchment 2 Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr Rainfall=3.37" Runoff Area=582,128 sf Runoff Volume=0.716 af Runoff Depth>0.64" Flow Length=1,699' Tc=13.8 min CN=66 11.35 cfs GreekPeakWedding_10 Yr Rain Event Type II 24-hr Rainfall=3.37"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 7HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment OSC-1: Proposed Off-Site Subcatchment 1 Runoff = 8.81 cfs @ 12.07 hrs, Volume= 0.514 af, Depth> 0.93" 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 Rainfall=3.37" Area (sf) CN Description 288,779 72 Woods/grass comb., Good, HSG C 288,779 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.9 100 0.1350 0.15 Sheet Flow, First 100' Flowpath Woods: Light underbrush n= 0.400 P2= 2.70" 2.6 850 0.1350 5.51 Shallow Concentrated Flow, Balance of Flow to Diversion Grassed Waterway Kv= 15.0 fps 0.2 50 0.0100 5.25 84.05 Trap/Vee/Rect Channel Flow, Balance of Longest Flowpath Bot.W=2.00' D=2.00' Z= 3.0 '/' Top.W=14.00' n= 0.030 13.7 1,000 Total Subcatchment OSC-1: Proposed Off-Site Subcatchment 1 Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)9 8 7 6 5 4 3 2 1 0 Type II 24-hr Rainfall=3.37" Runoff Area=288,779 sf Runoff Volume=0.514 af Runoff Depth>0.93" Flow Length=1,000' Tc=13.7 min CN=72 8.81 cfs GreekPeakWedding_10 Yr Rain Event Type II 24-hr Rainfall=3.37"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 8HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment OSC-2: Proposed Off-Site Subcatchment 2 Runoff = 9.24 cfs @ 12.07 hrs, Volume= 0.547 af, Depth> 0.93" 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 Rainfall=3.37" Area (sf) CN Description 307,674 72 Woods/grass comb., Good, HSG C 307,674 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.4 100 0.1500 0.16 Sheet Flow, First 100' Flowpath Woods: Light underbrush n= 0.400 P2= 2.70" 3.4 1,177 0.1500 5.81 Shallow Concentrated Flow, Balance of flow to channel Grassed Waterway Kv= 15.0 fps 0.3 204 0.0390 10.37 165.99 Trap/Vee/Rect Channel Flow, Balance of Longest Flowpath Bot.W=2.00' D=2.00' Z= 3.0 '/' Top.W=14.00' n= 0.030 14.1 1,481 Total Subcatchment OSC-2: Proposed Off-Site Subcatchment 2 Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr Rainfall=3.37" Runoff Area=307,674 sf Runoff Volume=0.547 af Runoff Depth>0.93" Flow Length=1,481' Tc=14.1 min CN=72 9.24 cfs GreekPeakWedding_10 Yr Rain Event Type II 24-hr Rainfall=3.37"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 9HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment PSC-1: Proposed Subcatchment 1 [49] Hint: Tc<2dt may require smaller dt Runoff = 3.43 cfs @ 11.96 hrs, Volume= 0.153 af, Depth> 2.00" 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 Rainfall=3.37" Area (sf) CN Description 16,342 98 Paved parking, HSG D * 6,590 98 Building, HSG C 1,526 61 >75% Grass cover, Good, HSG B 5,801 80 >75% Grass cover, Good, HSG D 9,625 74 >75% Grass cover, Good, HSG C 39,884 88 Weighted Average 16,952 42.50% Pervious Area 22,932 57.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 100 0.0050 0.73 Sheet Flow, First 100' Flowpath Smooth surfaces n= 0.011 P2= 2.70" 2.9 269 0.0060 1.57 Shallow Concentrated Flow, Balance of Longest Flowpath Paved Kv= 20.3 fps 5.2 369 Total GreekPeakWedding_10 Yr Rain Event Type II 24-hr Rainfall=3.37"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 10HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Subcatchment PSC-1: Proposed Subcatchment 1 Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)3 2 1 0 Type II 24-hr Rainfall=3.37" Runoff Area=39,884 sf Runoff Volume=0.153 af Runoff Depth>2.00" Flow Length=369' Tc=5.2 min CN=88 3.43 cfs GreekPeakWedding_10 Yr Rain Event Type II 24-hr Rainfall=3.37"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 11HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment PSC-2: Proposed Subcatchment 2 [49] Hint: Tc<2dt may require smaller dt Runoff = 3.84 cfs @ 11.97 hrs, Volume= 0.169 af, Depth> 1.54" 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 Rainfall=3.37" Area (sf) CN Adj Description * 6,921 98 Unconnected roofs, HSG D * 4,192 98 Paved parking, HSG D 42,578 80 >75% Grass cover, Good, HSG D 3,529 74 >75% Grass cover, Good, HSG C 57,220 83 82 Weighted Average, UI Adjusted 46,107 80.58% Pervious Area 11,113 19.42% Impervious Area 6,921 62.28% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.9 51 0.3600 0.30 Sheet Flow, First 100' Flowpath Grass: Dense n= 0.240 P2= 2.70" 0.5 31 0.0200 1.00 Sheet Flow, Paved Surfaces Smooth surfaces n= 0.011 P2= 2.70" 1.6 15 0.0550 0.16 Sheet Flow, Balance of First 100' Flowpath Grass: Short n= 0.150 P2= 2.70" 0.7 125 0.0400 3.00 Shallow Concentrated Flow, Balance of Longest Flowpath Grassed Waterway Kv= 15.0 fps 5.7 222 Total GreekPeakWedding_10 Yr Rain Event Type II 24-hr Rainfall=3.37"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 12HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Subcatchment PSC-2: Proposed Subcatchment 2 Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)4 3 2 1 0 Type II 24-hr Rainfall=3.37" Runoff Area=57,220 sf Runoff Volume=0.169 af Runoff Depth>1.54" Flow Length=222' Tc=5.7 min UI Adjusted CN=82 3.84 cfs GreekPeakWedding_10 Yr Rain Event Type II 24-hr Rainfall=3.37"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 13HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment PSC-3: Proposed Subcatchment 3 [49] Hint: Tc<2dt may require smaller dt Runoff = 9.17 cfs @ 11.91 hrs, Volume= 0.357 af, Depth> 1.28" 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 Rainfall=3.37" Area (sf) CN Description 42,690 65 Brush, Good, HSG C 58,476 73 Brush, Good, HSG D 44,501 98 Paved parking, HSG C 145,667 78 Weighted Average 101,166 69.45% Pervious Area 44,501 30.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 31 0.0200 1.00 Sheet Flow, First 100' Flowpath Smooth surfaces n= 0.011 P2= 2.70" 0.5 308 0.0440 10.17 101.71 Trap/Vee/Rect Channel Flow, Road Swale Bot.W=2.00' D=2.00' Z= 3.0 & 0.0 '/' Top.W=8.00' n= 0.030 0.1 40 0.0620 11.30 8.87 Pipe Channel, Culvert to Bio Area 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 0.3 160 0.0250 8.31 132.90 Trap/Vee/Rect Channel Flow, Balance of Longest Flowpath Bot.W=2.00' D=2.00' Z= 3.0 '/' Top.W=14.00' n= 0.030 1.4 539 Total GreekPeakWedding_10 Yr Rain Event Type II 24-hr Rainfall=3.37"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 14HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Subcatchment PSC-3: Proposed Subcatchment 3 Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr Rainfall=3.37" Runoff Area=145,667 sf Runoff Volume=0.357 af Runoff Depth>1.28" Flow Length=539' Tc=1.4 min CN=78 9.17 cfs GreekPeakWedding_10 Yr Rain Event Type II 24-hr Rainfall=3.37"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 15HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment PSC-4: Proposed Subcatchment 4 Runoff = 0.12 cfs @ 12.11 hrs, Volume= 0.032 af, Depth> 0.13" 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 Rainfall=3.37" Area (sf) CN Description 18,214 98 Paved parking, HSG A 6,939 98 Paved parking, HSG D 83,276 30 Brush, Good, HSG A 19,427 73 Brush, Good, HSG D 127,856 50 Weighted Average 102,703 80.33% Pervious Area 25,153 19.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 100 0.1300 0.23 Sheet Flow, First 100' Flowpath Grass: Dense n= 0.240 P2= 2.70" 0.2 53 0.1300 5.41 Shallow Concentrated Flow, Balance of flow to road swale Grassed Waterway Kv= 15.0 fps 1.7 1,220 0.0540 12.21 195.32 Trap/Vee/Rect Channel Flow, Road Swale Bot.W=2.00' D=2.00' Z= 3.0 '/' Top.W=14.00' n= 0.030 9.2 1,373 Total GreekPeakWedding_10 Yr Rain Event Type II 24-hr Rainfall=3.37"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 16HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Subcatchment PSC-4: Proposed Subcatchment 4 Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr Rainfall=3.37" Runoff Area=127,856 sf Runoff Volume=0.032 af Runoff Depth>0.13" Flow Length=1,373' Tc=9.2 min CN=50 0.12 cfs GreekPeakWedding_10 Yr Rain Event Type II 24-hr Rainfall=3.37"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 17HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Reach DPP 1: Lake [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 8.859 ac, 8.82% Impervious, Inflow Depth > 0.80" Inflow = 8.81 cfs @ 12.07 hrs, Volume= 0.590 af Outflow = 8.81 cfs @ 12.07 hrs, Volume= 0.590 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach DPP 1: Lake Inflow Outflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=8.859 ac 8.81 cfs8.81 cfs GreekPeakWedding_10 Yr Rain Event Type II 24-hr Rainfall=3.37"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 18HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Reach DPP 2: Design Point Summary 2 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 13.342 ac, 11.98% Impervious, Inflow Depth > 0.56" Inflow = 9.24 cfs @ 12.07 hrs, Volume= 0.624 af Outflow = 9.24 cfs @ 12.07 hrs, Volume= 0.624 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach DPP 2: Design Point Summary 2 Inflow Outflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=13.342 ac 9.24 cfs9.24 cfs GreekPeakWedding_10 Yr Rain Event Type II 24-hr Rainfall=3.37"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 19HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Reach EDP 1: Existing Design Point Summation 1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 8.859 ac, 0.00% Impervious, Inflow Depth > 0.98" Inflow = 12.53 cfs @ 12.07 hrs, Volume= 0.725 af Outflow = 12.53 cfs @ 12.07 hrs, Volume= 0.725 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach EDP 1: Existing Design Point Summation 1 Inflow Outflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=8.859 ac 12.53 cfs12.53 cfs GreekPeakWedding_10 Yr Rain Event Type II 24-hr Rainfall=3.37"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 20HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Reach EDP 2: Existing Design Point Summation 2 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 13.364 ac, 0.00% Impervious, Inflow Depth > 0.64" Inflow = 11.35 cfs @ 12.08 hrs, Volume= 0.716 af Outflow = 11.35 cfs @ 12.08 hrs, Volume= 0.716 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach EDP 2: Existing Design Point Summation 2 Inflow Outflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=13.364 ac 11.35 cfs11.35 cfs GreekPeakWedding_10 Yr Rain Event Type II 24-hr Rainfall=3.37"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 21HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Pond BR 1: Bioretention Area 1 Inflow Area = 2.229 ac, 35.06% Impervious, Inflow Depth > 1.73" Inflow = 7.26 cfs @ 11.96 hrs, Volume= 0.322 af Outflow = 0.27 cfs @ 13.71 hrs, Volume= 0.106 af, Atten= 96%, Lag= 104.7 min Discarded = 0.03 cfs @ 13.71 hrs, Volume= 0.029 af Primary = 0.24 cfs @ 13.71 hrs, Volume= 0.077 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,439.56' @ 13.71 hrs Surf.Area= 7,099 sf Storage= 9,684 cf Flood Elev= 1,440.50' Surf.Area= 0 sf Storage= 14,825 cf Plug-Flow detention time= 234.8 min calculated for 0.106 af (33% of inflow) Center-of-Mass det. time= 145.0 min ( 925.0 - 780.0 ) Volume Invert Avail.Storage Storage Description #1 1,435.50' 14,825 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 1,435.50 6,540 0.0 0 0 1,436.50 6,540 40.0 2,616 2,616 1,436.51 6,540 20.0 13 2,629 1,439.00 6,540 20.0 3,257 5,886 1,439.10 6,540 100.0 654 6,540 1,440.00 7,631 100.0 6,377 12,917 1,440.50 0 100.0 1,908 14,825 Device Routing Invert Outlet Devices #1 Discarded 1,435.50'0.200 in/hr Exfiltration over Surface area #2 Primary 1,439.50'6.0' long x 2.0' 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 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.03 cfs @ 13.71 hrs HW=1,439.56' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.23 cfs @ 13.71 hrs HW=1,439.56' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.23 cfs @ 0.63 fps) GreekPeakWedding_10 Yr Rain Event Type II 24-hr Rainfall=3.37"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 22HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Pond BR 1: Bioretention Area 1 Inflow Outflow Discarded Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=2.229 ac Peak Elev=1,439.56' Storage=9,684 cf 7.26 cfs 0.27 cfs 0.03 cfs0.24 cfs GreekPeakWedding_10 Yr Rain Event Type II 24-hr Rainfall=3.37"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 23HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Pond BR 2: Bioretention Area 2 Inflow Area = 3.344 ac, 30.55% Impervious, Inflow Depth > 1.28" Inflow = 9.17 cfs @ 11.91 hrs, Volume= 0.357 af Outflow = 0.20 cfs @ 15.78 hrs, Volume= 0.084 af, Atten= 98%, Lag= 232.1 min Discarded = 0.04 cfs @ 15.78 hrs, Volume= 0.031 af Primary = 0.16 cfs @ 15.78 hrs, Volume= 0.053 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,431.54' @ 15.78 hrs Surf.Area= 8,816 sf Storage= 12,030 cf Flood Elev= 1,433.00' Surf.Area= 0 sf Storage= 20,893 cf Plug-Flow detention time= 291.0 min calculated for 0.084 af (23% of inflow) Center-of-Mass det. time= 197.2 min ( 991.1 - 793.9 ) Volume Invert Avail.Storage Storage Description #1 1,427.50' 20,893 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 1,427.50 8,250 0.0 0 0 1,428.50 8,250 40.0 3,300 3,300 1,428.51 8,250 20.0 16 3,316 1,431.00 8,250 20.0 4,109 7,425 1,431.10 8,250 100.0 825 8,250 1,432.00 9,400 100.0 7,943 16,193 1,433.00 0 100.0 4,700 20,893 Device Routing Invert Outlet Devices #1 Discarded 1,427.50'0.200 in/hr Exfiltration over Surface area #2 Primary 1,431.50'6.0' long x 2.0' 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 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.04 cfs @ 15.78 hrs HW=1,431.54' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.14 cfs @ 15.78 hrs HW=1,431.54' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.14 cfs @ 0.53 fps) GreekPeakWedding_10 Yr Rain Event Type II 24-hr Rainfall=3.37"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 24HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Pond BR 2: Bioretention Area 2 Inflow Outflow Discarded Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.344 ac Peak Elev=1,431.54' Storage=12,030 cf 9.17 cfs 0.20 cfs0.04 cfs0.16 cfs GreekPeakWedding_10 Yr Rain Event Type II 24-hr Rainfall=3.37"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 25HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Pond P: Pond Inflow Area = 2.935 ac, 19.67% Impervious, Inflow Depth > 0.13" Inflow = 0.12 cfs @ 12.11 hrs, Volume= 0.032 af Outflow = 0.04 cfs @ 15.80 hrs, Volume= 0.024 af, Atten= 67%, Lag= 221.3 min Primary = 0.04 cfs @ 15.80 hrs, Volume= 0.024 af Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,381.24' @ 15.80 hrs Surf.Area= 1,835 sf Storage= 417 cf Flood Elev= 1,385.00' Surf.Area= 0 sf Storage= 11,054 cf Plug-Flow detention time= 134.5 min calculated for 0.024 af (75% of inflow) Center-of-Mass det. time= 69.4 min ( 979.6 - 910.2 ) Volume Invert Avail.Storage Storage Description #1 1,381.00' 11,054 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,381.00 1,639 0 0 1,382.00 2,458 2,049 2,049 1,383.00 3,378 2,918 4,967 1,384.00 4,398 3,888 8,855 1,385.00 0 2,199 11,054 Device Routing Invert Outlet Devices #1 Primary 1,381.00'2.0" Vert. Orifice/Grate C= 0.600 #2 Secondary 1,382.50'10.0' long x 4.0' 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 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=0.04 cfs @ 15.80 hrs HW=1,381.24' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.04 cfs @ 1.90 fps) Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1,381.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) GreekPeakWedding_10 Yr Rain Event Type II 24-hr Rainfall=3.37"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 26HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Pond P: Pond Inflow Outflow Primary Secondary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=2.935 ac Peak Elev=1,381.24' Storage=417 cf 0.12 cfs 0.04 cfs0.04 cfs 0.00 cfs GreekPeakWedding_100 Yr Rain Event GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 1HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.035 61 >75% Grass cover, Good, HSG B (PSC-1) 0.302 74 >75% Grass cover, Good, HSG C (PSC-1, PSC-2) 1.111 80 >75% Grass cover, Good, HSG D (PSC-1, PSC-2) 1.912 30 Brush, Good, HSG A (PSC-4) 0.980 65 Brush, Good, HSG C (PSC-3) 1.788 73 Brush, Good, HSG D (PSC-3, PSC-4) 0.151 98 Building, HSG C (PSC-1) 0.418 98 Paved parking, HSG A (PSC-4) 1.022 98 Paved parking, HSG C (PSC-3) 0.631 98 Paved parking, HSG D (PSC-1, PSC-2, PSC-4) 0.159 98 Unconnected roofs, HSG D (PSC-2) 2.325 32 Woods/grass comb., Good, HSG A (ESC-2) 0.082 58 Woods/grass comb., Good, HSG B (ESC-1) 29.459 72 Woods/grass comb., Good, HSG C (ESC-1, ESC-2, OSC-1, OSC-2) 4.049 79 Woods/grass comb., Good, HSG D (ESC-1, ESC-2) 44.424 70 TOTAL AREA GreekPeakWedding_100 Yr Rain Event GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 2HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.035 0.302 1.111 0.000 1.448 >75% Grass cover, Good PSC-1, PSC-2 1.912 0.000 0.980 1.788 0.000 4.680 Brush, Good PSC-3, PSC-4 0.000 0.000 0.151 0.000 0.000 0.151 Building PSC-1 0.418 0.000 1.022 0.631 0.000 2.070 Paved parking PSC-1, PSC-2, PSC-3, PSC-4 0.000 0.000 0.000 0.159 0.000 0.159 Unconnected roofs PSC-2 2.325 0.082 29.459 4.049 0.000 35.915 Woods/grass comb., Good ESC-1, ESC-2, OSC-1, OSC-2 4.655 0.117 31.914 7.738 0.000 44.424 TOTAL AREA GreekPeakWedding_100 Yr Rain Event GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 3HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Inside-Fill (inches) 1 PSC-3 0.00 0.00 40.0 0.0620 0.013 12.0 0.0 0.0 GreekPeakWedding_100 Yr Rain Event Type II 24-hr Rainfall=5.67"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 4HydroCAD® 10.00-21 s/n 01939 © 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 Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=385,895 sf 0.00% Impervious Runoff Depth>2.59"Subcatchment ESC-1: Existing Flow Length=1,162' Tc=13.7 min CN=73 Runoff=33.49 cfs 1.908 af Runoff Area=582,128 sf 0.00% Impervious Runoff Depth>1.99"Subcatchment ESC-2: Existing Flow Length=1,699' Tc=13.8 min CN=66 Runoff=38.74 cfs 2.220 af Runoff Area=288,779 sf 0.00% Impervious Runoff Depth>2.50"Subcatchment OSC-1: Proposed Off-Site Flow Length=1,000' Tc=13.7 min CN=72 Runoff=24.23 cfs 1.380 af Runoff Area=307,674 sf 0.00% Impervious Runoff Depth>2.50"Subcatchment OSC-2: Proposed Off-Site Flow Length=1,481' Tc=14.1 min CN=72 Runoff=25.45 cfs 1.470 af Runoff Area=39,884 sf 57.50% Impervious Runoff Depth>4.04"Subcatchment PSC-1: Proposed Flow Length=369' Tc=5.2 min CN=88 Runoff=6.62 cfs 0.308 af Runoff Area=57,220 sf 19.42% Impervious Runoff Depth>3.43"Subcatchment PSC-2: Proposed Flow Length=222' Tc=5.7 min UI Adjusted CN=82 Runoff=8.24 cfs 0.376 af Runoff Area=145,667 sf 30.55% Impervious Runoff Depth>3.05"Subcatchment PSC-3: Proposed Flow Length=539' Tc=1.4 min CN=78 Runoff=21.20 cfs 0.851 af Runoff Area=127,856 sf 19.67% Impervious Runoff Depth>0.86"Subcatchment PSC-4: Proposed Flow Length=1,373' Tc=9.2 min CN=50 Runoff=3.75 cfs 0.210 af Inflow=32.15 cfs 1.809 afReach DPP 1: Lake Outflow=32.15 cfs 1.809 af Inflow=32.53 cfs 2.137 afReach DPP 2: Design Point Summary 2 Outflow=32.53 cfs 2.137 af Inflow=33.49 cfs 1.908 afReach EDP 1: Existing Design Point Summation 1 Outflow=33.49 cfs 1.908 af Inflow=38.74 cfs 2.220 afReach EDP 2: Existing Design Point Summation 2 Outflow=38.74 cfs 2.220 af Peak Elev=1,440.14' Storage=13,808 cf Inflow=14.84 cfs 0.684 afPond BR 1: Bioretention Area 1 Discarded=0.04 cfs 0.036 af Primary=7.92 cfs 0.429 af Outflow=7.95 cfs 0.465 af Peak Elev=1,432.14' Storage=17,449 cf Inflow=21.20 cfs 0.851 afPond BR 2: Bioretention Area 2 Discarded=0.04 cfs 0.039 af Primary=8.08 cfs 0.534 af Outflow=8.12 cfs 0.573 af Peak Elev=1,382.56' Storage=3,581 cf Inflow=3.75 cfs 0.210 afPond P: Pond Primary=0.13 cfs 0.083 af Secondary=0.39 cfs 0.050 af Outflow=0.52 cfs 0.134 af Total Runoff Area = 44.424 ac Runoff Volume = 8.723 af Average Runoff Depth = 2.36" 94.64% Pervious = 42.043 ac 5.36% Impervious = 2.381 ac GreekPeakWedding_100 Yr Rain Event Type II 24-hr Rainfall=5.67"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 5HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment ESC-1: Existing Subcatchment 1 Runoff = 33.49 cfs @ 12.06 hrs, Volume= 1.908 af, Depth> 2.59" 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 Rainfall=5.67" Area (sf) CN Description 322,926 72 Woods/grass comb., Good, HSG C 3,590 58 Woods/grass comb., Good, HSG B 59,379 79 Woods/grass comb., Good, HSG D 385,895 73 Weighted Average 385,895 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.9 100 0.1350 0.15 Sheet Flow, First 100' Flowpath Woods: Light underbrush n= 0.400 P2= 2.70" 2.8 1,062 0.1720 6.22 Shallow Concentrated Flow, Balance of Longest Flowpath Grassed Waterway Kv= 15.0 fps 13.7 1,162 Total Subcatchment ESC-1: Existing Subcatchment 1 Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr Rainfall=5.67" Runoff Area=385,895 sf Runoff Volume=1.908 af Runoff Depth>2.59" Flow Length=1,162' Tc=13.7 min CN=73 33.49 cfs GreekPeakWedding_100 Yr Rain Event Type II 24-hr Rainfall=5.67"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 6HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment ESC-2: Existing Subcatchment 2 Runoff = 38.74 cfs @ 12.06 hrs, Volume= 2.220 af, Depth> 1.99" 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 Rainfall=5.67" Area (sf) CN Description 363,844 72 Woods/grass comb., Good, HSG C 101,290 32 Woods/grass comb., Good, HSG A 116,994 79 Woods/grass comb., Good, HSG D 582,128 66 Weighted Average 582,128 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.4 100 0.1500 0.16 Sheet Flow, First 100' Flowpath Woods: Light underbrush n= 0.400 P2= 2.70" 2.9 1,018 0.1500 5.81 Shallow Concentrated Flow, Balance of flow to channel Grassed Waterway Kv= 15.0 fps 0.5 581 0.1460 20.07 321.17 Trap/Vee/Rect Channel Flow, Balance of Longest Flowpath Bot.W=2.00' D=2.00' Z= 3.0 '/' Top.W=14.00' n= 0.030 13.8 1,699 Total Subcatchment ESC-2: Existing Subcatchment 2 Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr Rainfall=5.67" Runoff Area=582,128 sf Runoff Volume=2.220 af Runoff Depth>1.99" Flow Length=1,699' Tc=13.8 min CN=66 38.74 cfs GreekPeakWedding_100 Yr Rain Event Type II 24-hr Rainfall=5.67"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 7HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment OSC-1: Proposed Off-Site Subcatchment 1 Runoff = 24.23 cfs @ 12.06 hrs, Volume= 1.380 af, Depth> 2.50" 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 Rainfall=5.67" Area (sf) CN Description 288,779 72 Woods/grass comb., Good, HSG C 288,779 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.9 100 0.1350 0.15 Sheet Flow, First 100' Flowpath Woods: Light underbrush n= 0.400 P2= 2.70" 2.6 850 0.1350 5.51 Shallow Concentrated Flow, Balance of Flow to Diversion Grassed Waterway Kv= 15.0 fps 0.2 50 0.0100 5.25 84.05 Trap/Vee/Rect Channel Flow, Balance of Longest Flowpath Bot.W=2.00' D=2.00' Z= 3.0 '/' Top.W=14.00' n= 0.030 13.7 1,000 Total Subcatchment OSC-1: Proposed Off-Site Subcatchment 1 Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr Rainfall=5.67" Runoff Area=288,779 sf Runoff Volume=1.380 af Runoff Depth>2.50" Flow Length=1,000' Tc=13.7 min CN=72 24.23 cfs GreekPeakWedding_100 Yr Rain Event Type II 24-hr Rainfall=5.67"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 8HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment OSC-2: Proposed Off-Site Subcatchment 2 Runoff = 25.45 cfs @ 12.06 hrs, Volume= 1.470 af, Depth> 2.50" 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 Rainfall=5.67" Area (sf) CN Description 307,674 72 Woods/grass comb., Good, HSG C 307,674 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.4 100 0.1500 0.16 Sheet Flow, First 100' Flowpath Woods: Light underbrush n= 0.400 P2= 2.70" 3.4 1,177 0.1500 5.81 Shallow Concentrated Flow, Balance of flow to channel Grassed Waterway Kv= 15.0 fps 0.3 204 0.0390 10.37 165.99 Trap/Vee/Rect Channel Flow, Balance of Longest Flowpath Bot.W=2.00' D=2.00' Z= 3.0 '/' Top.W=14.00' n= 0.030 14.1 1,481 Total Subcatchment OSC-2: Proposed Off-Site Subcatchment 2 Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr Rainfall=5.67" Runoff Area=307,674 sf Runoff Volume=1.470 af Runoff Depth>2.50" Flow Length=1,481' Tc=14.1 min CN=72 25.45 cfs GreekPeakWedding_100 Yr Rain Event Type II 24-hr Rainfall=5.67"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 9HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment PSC-1: Proposed Subcatchment 1 [49] Hint: Tc<2dt may require smaller dt Runoff = 6.62 cfs @ 11.95 hrs, Volume= 0.308 af, Depth> 4.04" 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 Rainfall=5.67" Area (sf) CN Description 16,342 98 Paved parking, HSG D * 6,590 98 Building, HSG C 1,526 61 >75% Grass cover, Good, HSG B 5,801 80 >75% Grass cover, Good, HSG D 9,625 74 >75% Grass cover, Good, HSG C 39,884 88 Weighted Average 16,952 42.50% Pervious Area 22,932 57.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 100 0.0050 0.73 Sheet Flow, First 100' Flowpath Smooth surfaces n= 0.011 P2= 2.70" 2.9 269 0.0060 1.57 Shallow Concentrated Flow, Balance of Longest Flowpath Paved Kv= 20.3 fps 5.2 369 Total GreekPeakWedding_100 Yr Rain Event Type II 24-hr Rainfall=5.67"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 10HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Subcatchment PSC-1: Proposed Subcatchment 1 Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)7 6 5 4 3 2 1 0 Type II 24-hr Rainfall=5.67" Runoff Area=39,884 sf Runoff Volume=0.308 af Runoff Depth>4.04" Flow Length=369' Tc=5.2 min CN=88 6.62 cfs GreekPeakWedding_100 Yr Rain Event Type II 24-hr Rainfall=5.67"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 11HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment PSC-2: Proposed Subcatchment 2 [49] Hint: Tc<2dt may require smaller dt Runoff = 8.24 cfs @ 11.96 hrs, Volume= 0.376 af, Depth> 3.43" 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 Rainfall=5.67" Area (sf) CN Adj Description * 6,921 98 Unconnected roofs, HSG D * 4,192 98 Paved parking, HSG D 42,578 80 >75% Grass cover, Good, HSG D 3,529 74 >75% Grass cover, Good, HSG C 57,220 83 82 Weighted Average, UI Adjusted 46,107 80.58% Pervious Area 11,113 19.42% Impervious Area 6,921 62.28% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.9 51 0.3600 0.30 Sheet Flow, First 100' Flowpath Grass: Dense n= 0.240 P2= 2.70" 0.5 31 0.0200 1.00 Sheet Flow, Paved Surfaces Smooth surfaces n= 0.011 P2= 2.70" 1.6 15 0.0550 0.16 Sheet Flow, Balance of First 100' Flowpath Grass: Short n= 0.150 P2= 2.70" 0.7 125 0.0400 3.00 Shallow Concentrated Flow, Balance of Longest Flowpath Grassed Waterway Kv= 15.0 fps 5.7 222 Total GreekPeakWedding_100 Yr Rain Event Type II 24-hr Rainfall=5.67"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 12HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Subcatchment PSC-2: Proposed Subcatchment 2 Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)9 8 7 6 5 4 3 2 1 0 Type II 24-hr Rainfall=5.67" Runoff Area=57,220 sf Runoff Volume=0.376 af Runoff Depth>3.43" Flow Length=222' Tc=5.7 min UI Adjusted CN=82 8.24 cfs GreekPeakWedding_100 Yr Rain Event Type II 24-hr Rainfall=5.67"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 13HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment PSC-3: Proposed Subcatchment 3 [49] Hint: Tc<2dt may require smaller dt Runoff = 21.20 cfs @ 11.91 hrs, Volume= 0.851 af, Depth> 3.05" 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 Rainfall=5.67" Area (sf) CN Description 42,690 65 Brush, Good, HSG C 58,476 73 Brush, Good, HSG D 44,501 98 Paved parking, HSG C 145,667 78 Weighted Average 101,166 69.45% Pervious Area 44,501 30.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 31 0.0200 1.00 Sheet Flow, First 100' Flowpath Smooth surfaces n= 0.011 P2= 2.70" 0.5 308 0.0440 10.17 101.71 Trap/Vee/Rect Channel Flow, Road Swale Bot.W=2.00' D=2.00' Z= 3.0 & 0.0 '/' Top.W=8.00' n= 0.030 0.1 40 0.0620 11.30 8.87 Pipe Channel, Culvert to Bio Area 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 0.3 160 0.0250 8.31 132.90 Trap/Vee/Rect Channel Flow, Balance of Longest Flowpath Bot.W=2.00' D=2.00' Z= 3.0 '/' Top.W=14.00' n= 0.030 1.4 539 Total GreekPeakWedding_100 Yr Rain Event Type II 24-hr Rainfall=5.67"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 14HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Subcatchment PSC-3: Proposed Subcatchment 3 Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr Rainfall=5.67" Runoff Area=145,667 sf Runoff Volume=0.851 af Runoff Depth>3.05" Flow Length=539' Tc=1.4 min CN=78 21.20 cfs GreekPeakWedding_100 Yr Rain Event Type II 24-hr Rainfall=5.67"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 15HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment PSC-4: Proposed Subcatchment 4 Runoff = 3.75 cfs @ 12.03 hrs, Volume= 0.210 af, Depth> 0.86" 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 Rainfall=5.67" Area (sf) CN Description 18,214 98 Paved parking, HSG A 6,939 98 Paved parking, HSG D 83,276 30 Brush, Good, HSG A 19,427 73 Brush, Good, HSG D 127,856 50 Weighted Average 102,703 80.33% Pervious Area 25,153 19.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 100 0.1300 0.23 Sheet Flow, First 100' Flowpath Grass: Dense n= 0.240 P2= 2.70" 0.2 53 0.1300 5.41 Shallow Concentrated Flow, Balance of flow to road swale Grassed Waterway Kv= 15.0 fps 1.7 1,220 0.0540 12.21 195.32 Trap/Vee/Rect Channel Flow, Road Swale Bot.W=2.00' D=2.00' Z= 3.0 '/' Top.W=14.00' n= 0.030 9.2 1,373 Total GreekPeakWedding_100 Yr Rain Event Type II 24-hr Rainfall=5.67"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 16HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Subcatchment PSC-4: Proposed Subcatchment 4 Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)4 3 2 1 0 Type II 24-hr Rainfall=5.67" Runoff Area=127,856 sf Runoff Volume=0.210 af Runoff Depth>0.86" Flow Length=1,373' Tc=9.2 min CN=50 3.75 cfs GreekPeakWedding_100 Yr Rain Event Type II 24-hr Rainfall=5.67"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 17HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Reach DPP 1: Lake [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 8.859 ac, 8.82% Impervious, Inflow Depth > 2.45" Inflow = 32.15 cfs @ 12.06 hrs, Volume= 1.809 af Outflow = 32.15 cfs @ 12.06 hrs, Volume= 1.809 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach DPP 1: Lake Inflow Outflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=8.859 ac 32.15 cfs32.15 cfs GreekPeakWedding_100 Yr Rain Event Type II 24-hr Rainfall=5.67"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 18HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Reach DPP 2: Design Point Summary 2 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 13.342 ac, 11.98% Impervious, Inflow Depth > 1.92" Inflow = 32.53 cfs @ 12.05 hrs, Volume= 2.137 af Outflow = 32.53 cfs @ 12.05 hrs, Volume= 2.137 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach DPP 2: Design Point Summary 2 Inflow Outflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=13.342 ac 32.53 cfs32.53 cfs GreekPeakWedding_100 Yr Rain Event Type II 24-hr Rainfall=5.67"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 19HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Reach EDP 1: Existing Design Point Summation 1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 8.859 ac, 0.00% Impervious, Inflow Depth > 2.59" Inflow = 33.49 cfs @ 12.06 hrs, Volume= 1.908 af Outflow = 33.49 cfs @ 12.06 hrs, Volume= 1.908 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach EDP 1: Existing Design Point Summation 1 Inflow Outflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=8.859 ac 33.49 cfs33.49 cfs GreekPeakWedding_100 Yr Rain Event Type II 24-hr Rainfall=5.67"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 20HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Reach EDP 2: Existing Design Point Summation 2 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 13.364 ac, 0.00% Impervious, Inflow Depth > 1.99" Inflow = 38.74 cfs @ 12.06 hrs, Volume= 2.220 af Outflow = 38.74 cfs @ 12.06 hrs, Volume= 2.220 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach EDP 2: Existing Design Point Summation 2 Inflow Outflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=13.364 ac 38.74 cfs38.74 cfs GreekPeakWedding_100 Yr Rain Event Type II 24-hr Rainfall=5.67"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 21HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Pond BR 1: Bioretention Area 1 Inflow Area = 2.229 ac, 35.06% Impervious, Inflow Depth > 3.68" Inflow = 14.84 cfs @ 11.96 hrs, Volume= 0.684 af Outflow = 7.95 cfs @ 12.06 hrs, Volume= 0.465 af, Atten= 46%, Lag= 5.9 min Discarded = 0.04 cfs @ 12.17 hrs, Volume= 0.036 af Primary = 7.92 cfs @ 12.06 hrs, Volume= 0.429 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,440.14' @ 12.06 hrs Surf.Area= 5,571 sf Storage= 13,808 cf Flood Elev= 1,440.50' Surf.Area= 0 sf Storage= 14,825 cf Plug-Flow detention time= 118.7 min calculated for 0.464 af (68% of inflow) Center-of-Mass det. time= 51.9 min ( 815.4 - 763.5 ) Volume Invert Avail.Storage Storage Description #1 1,435.50' 14,825 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 1,435.50 6,540 0.0 0 0 1,436.50 6,540 40.0 2,616 2,616 1,436.51 6,540 20.0 13 2,629 1,439.00 6,540 20.0 3,257 5,886 1,439.10 6,540 100.0 654 6,540 1,440.00 7,631 100.0 6,377 12,917 1,440.50 0 100.0 1,908 14,825 Device Routing Invert Outlet Devices #1 Discarded 1,435.50'0.200 in/hr Exfiltration over Surface area #2 Primary 1,439.50'6.0' long x 2.0' 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 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.04 cfs @ 12.17 hrs HW=1,439.97' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=7.73 cfs @ 12.06 hrs HW=1,440.12' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 7.73 cfs @ 2.06 fps) GreekPeakWedding_100 Yr Rain Event Type II 24-hr Rainfall=5.67"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 22HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Pond BR 1: Bioretention Area 1 Inflow Outflow Discarded Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.229 ac Peak Elev=1,440.14' Storage=13,808 cf 14.84 cfs 7.95 cfs 0.04 cfs 7.92 cfs GreekPeakWedding_100 Yr Rain Event Type II 24-hr Rainfall=5.67"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 23HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Pond BR 2: Bioretention Area 2 Inflow Area = 3.344 ac, 30.55% Impervious, Inflow Depth > 3.05" Inflow = 21.20 cfs @ 11.91 hrs, Volume= 0.851 af Outflow = 8.12 cfs @ 12.01 hrs, Volume= 0.573 af, Atten= 62%, Lag= 6.2 min Discarded = 0.04 cfs @ 12.16 hrs, Volume= 0.039 af Primary = 8.08 cfs @ 12.01 hrs, Volume= 0.534 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,432.14' @ 12.01 hrs Surf.Area= 8,046 sf Storage= 17,449 cf Flood Elev= 1,433.00' Surf.Area= 0 sf Storage= 20,893 cf Plug-Flow detention time= 124.1 min calculated for 0.573 af (67% of inflow) Center-of-Mass det. time= 53.7 min ( 828.9 - 775.2 ) Volume Invert Avail.Storage Storage Description #1 1,427.50' 20,893 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 1,427.50 8,250 0.0 0 0 1,428.50 8,250 40.0 3,300 3,300 1,428.51 8,250 20.0 16 3,316 1,431.00 8,250 20.0 4,109 7,425 1,431.10 8,250 100.0 825 8,250 1,432.00 9,400 100.0 7,943 16,193 1,433.00 0 100.0 4,700 20,893 Device Routing Invert Outlet Devices #1 Discarded 1,427.50'0.200 in/hr Exfiltration over Surface area #2 Primary 1,431.50'6.0' long x 2.0' 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 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.04 cfs @ 12.16 hrs HW=1,431.96' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=7.80 cfs @ 12.01 hrs HW=1,432.13' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 7.80 cfs @ 2.07 fps) GreekPeakWedding_100 Yr Rain Event Type II 24-hr Rainfall=5.67"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 24HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Pond BR 2: Bioretention Area 2 Inflow Outflow Discarded Primary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.344 ac Peak Elev=1,432.14' Storage=17,449 cf 21.20 cfs 8.12 cfs 0.04 cfs 8.08 cfs GreekPeakWedding_100 Yr Rain Event Type II 24-hr Rainfall=5.67"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 25HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Summary for Pond P: Pond Inflow Area = 2.935 ac, 19.67% Impervious, Inflow Depth > 0.86" Inflow = 3.75 cfs @ 12.03 hrs, Volume= 0.210 af Outflow = 0.52 cfs @ 12.62 hrs, Volume= 0.134 af, Atten= 86%, Lag= 35.4 min Primary = 0.13 cfs @ 12.62 hrs, Volume= 0.083 af Secondary = 0.39 cfs @ 12.62 hrs, Volume= 0.050 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,382.56' @ 12.62 hrs Surf.Area= 2,977 sf Storage= 3,581 cf Flood Elev= 1,385.00' Surf.Area= 0 sf Storage= 11,054 cf Plug-Flow detention time= 164.6 min calculated for 0.134 af (64% of inflow) Center-of-Mass det. time= 74.4 min ( 912.7 - 838.3 ) Volume Invert Avail.Storage Storage Description #1 1,381.00' 11,054 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,381.00 1,639 0 0 1,382.00 2,458 2,049 2,049 1,383.00 3,378 2,918 4,967 1,384.00 4,398 3,888 8,855 1,385.00 0 2,199 11,054 Device Routing Invert Outlet Devices #1 Primary 1,381.00'2.0" Vert. Orifice/Grate C= 0.600 #2 Secondary 1,382.50'10.0' long x 4.0' 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 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=0.13 cfs @ 12.62 hrs HW=1,382.56' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.13 cfs @ 5.86 fps) Secondary OutFlow Max=0.38 cfs @ 12.62 hrs HW=1,382.56' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.38 cfs @ 0.60 fps) GreekPeakWedding_100 Yr Rain Event Type II 24-hr Rainfall=5.67"GreekPeakWeddingVenue Printed 11/17/2020Prepared by {enter your company name here} Page 26HydroCAD® 10.00-21 s/n 01939 © 2018 HydroCAD Software Solutions LLC Pond P: Pond Inflow Outflow Primary Secondary Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)4 3 2 1 0 Inflow Area=2.935 ac Peak Elev=1,382.56' Storage=3,581 cf 3.75 cfs 0.52 cfs 0.13 cfs 0.39 cfs APPENDIX 3 SOILS DATA United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Cortland County, New York Natural Resources Conservation Service November 5, 2020 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 Cortland County, New York.............................................................................14 1A—Udifluvents-Fluvaquents Complex, 0 to 3 percent slopes, frequently flooded.................................................................................14 9A—Trestle gravelly silt loam, 0 to 3 percent slopes, occasionally flooded..................................................................................................15 10A—Deposit gravelly silt loam, 0 to 3 percent slopes, occasionally flooded..................................................................................................17 25A—Chenango gravelly silt loam, 0 to 3 percent slopes...........................18 25B—Chenango gravelly silt loam, 3 to 8 percent slopes...........................20 26B—Chenango channery silt loam, fan, 2 to 8 percent slopes.................21 52D—Valois channery silt loam, 15 to 25 percent slopes...........................23 62B—Mardin channery silt loam, 2 to 8 percent slopes..............................24 68B—Volusia channery silt loam, 2 to 8 percent slopes.............................26 68C—Volusia channery silt loam, 8 to 15 percent slopes...........................27 71D—Mongaup channery silt loam, 15 to 25 percent slopes, very stony...28 133E—Bath and Mardin soils, 25 to 40 percent slopes..............................30 134D—Bath channery silt loam, 15 to 25 percent slopes...........................32 References............................................................................................................34 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9 Custom Soil Resource Report Soil Map 470700047071004707200470730047074004707500470760047077004707800470790047080004708100470700047071004707200470730047074004707500470760047077004707800470790047080004708100405200 405300 405400 405500 405600 405700 405800 405900 406000 405200 405300 405400 405500 405600 405700 405800 405900 406000 42° 31' 12'' N 76° 9' 18'' W42° 31' 12'' N76° 8' 38'' W42° 30' 33'' N 76° 9' 18'' W42° 30' 33'' N 76° 8' 38'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 250 500 1000 1500 Feet 0 50 100 200 300 Meters Map Scale: 1:5,790 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 1:12,000. 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: Cortland County, New York Survey Area Data: Version 19, Jun 11, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 29, 2012—Nov 6, 2016 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 1A Udifluvents-Fluvaquents Complex, 0 to 3 percent slopes, frequently flooded 23.6 22.8% 9A Trestle gravelly silt loam, 0 to 3 percent slopes, occasionally flooded 1.5 1.4% 10A Deposit gravelly silt loam, 0 to 3 percent slopes, occasionally flooded 2.8 2.7% 25A Chenango gravelly silt loam, 0 to 3 percent slopes 8.6 8.3% 25B Chenango gravelly silt loam, 3 to 8 percent slopes 4.3 4.2% 26B Chenango channery silt loam, fan, 2 to 8 percent slopes 6.8 6.6% 52D Valois channery silt loam, 15 to 25 percent slopes 2.1 2.0% 62B Mardin channery silt loam, 2 to 8 percent slopes 0.4 0.4% 68B Volusia channery silt loam, 2 to 8 percent slopes 6.7 6.4% 68C Volusia channery silt loam, 8 to 15 percent slopes 19.1 18.4% 71D Mongaup channery silt loam, 15 to 25 percent slopes, very stony 5.0 4.9% 133E Bath and Mardin soils, 25 to 40 percent slopes 2.4 2.3% 134D Bath channery silt loam, 15 to 25 percent slopes 20.3 19.6% Totals for Area of Interest 103.6 100.0% 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 Custom Soil Resource Report 11 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. 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 Custom Soil Resource Report 12 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 13 Cortland County, New York 1A—Udifluvents-Fluvaquents Complex, 0 to 3 percent slopes, frequently flooded Map Unit Setting National map unit symbol: 2rwct Elevation: 160 to 1,970 feet Mean annual precipitation: 31 to 70 inches Mean annual air temperature: 43 to 52 degrees F Frost-free period: 105 to 180 days Farmland classification: Not prime farmland Map Unit Composition Udifluvents, frequently flooded, and similar soils:60 percent Fluvaquents, frequently flooded, and similar soils:40 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Udifluvents, Frequently Flooded Setting Landform:Flood plains Landform position (three-dimensional):Tread Down-slope shape:Convex, linear Across-slope shape:Convex, linear Parent material:Alluvium with a wide range of texture Typical profile A - 0 to 4 inches: very gravelly loam C1 - 4 to 39 inches: extremely gravelly sandy loam C2 - 39 to 60 inches: gravel Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Moderately well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately low to very high (0.06 to 20.00 in/hr) Depth to water table:About 18 to 24 inches Frequency of flooding:Frequent Frequency of ponding:None Calcium carbonate, maximum content:25 percent Available water capacity:Very low (about 1.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 5w Hydrologic Soil Group: A/D Hydric soil rating: No Description of Fluvaquents, Frequently Flooded Setting Landform:Flood plains Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread, dip Custom Soil Resource Report 14 Down-slope shape:Concave, linear Across-slope shape:Concave, linear Parent material:Alluvium with highly variable texture Typical profile A - 0 to 2 inches: gravelly loam C - 2 to 60 inches: stratified extremely gravelly loamy sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Poorly drained Capacity of the most limiting layer to transmit water (Ksat):Moderately low to very high (0.06 to 20.00 in/hr) Depth to water table:About 0 inches Frequency of flooding:Frequent Frequency of ponding:None Calcium carbonate, maximum content:25 percent Available water capacity:Moderate (about 6.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 5w Hydrologic Soil Group: A/D Hydric soil rating: Yes 9A—Trestle gravelly silt loam, 0 to 3 percent slopes, occasionally flooded Map Unit Setting National map unit symbol: 2rwcr Elevation: 160 to 1,970 feet Mean annual precipitation: 31 to 70 inches Mean annual air temperature: 43 to 52 degrees F Frost-free period: 105 to 180 days Farmland classification: All areas are prime farmland Map Unit Composition Trestle, occasionally flooded, and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Trestle, Occasionally Flooded Setting Landform:Flood plains, alluvial fans Landform position (three-dimensional):Tread Down-slope shape:Convex, linear Across-slope shape:Convex, linear Parent material:Gravelly loamy glaciofluvial deposits over sandy and gravelly glaciofluvial deposits, derived mainly from sandstone, shale, and siltstone Custom Soil Resource Report 15 Typical profile Ap - 0 to 7 inches: gravelly silt loam Bw - 7 to 15 inches: gravelly silt loam C1 - 15 to 31 inches: very gravelly loam C2 - 31 to 60 inches: extremely gravelly loam 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):Moderately high to high (0.60 to 6.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:NoneOccasional Frequency of ponding:None Available water capacity:Moderate (about 6.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Hydric soil rating: No Minor Components Wakeville, occasionally flooded Percent of map unit:5 percent Landform:Flood plains Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread, talf Down-slope shape:Concave, linear Across-slope shape:Linear Hydric soil rating: No Tioga, occasionally flooded Percent of map unit:5 percent Landform:Flood plains Landform position (two-dimensional):Summit Landform position (three-dimensional):Tread, rise Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Udifluvents, frequently flooded Percent of map unit:5 percent Landform:Flood plains Landform position (three-dimensional):Tread Down-slope shape:Convex, linear Across-slope shape:Convex, linear Hydric soil rating: No Custom Soil Resource Report 16 10A—Deposit gravelly silt loam, 0 to 3 percent slopes, occasionally flooded Map Unit Setting National map unit symbol: 2rwbd Elevation: 160 to 1,970 feet Mean annual precipitation: 31 to 70 inches Mean annual air temperature: 43 to 52 degrees F Frost-free period: 105 to 180 days Farmland classification: All areas are prime farmland Map Unit Composition Deposit, occasionally flooded, and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Deposit, Occasionally Flooded Setting Landform:Flood plains Landform position (two-dimensional):Summit Landform position (three-dimensional):Tread, talf Down-slope shape:Concave, linear Across-slope shape:Convex, linear Parent material:Gravelly loamy alluvium over sandy and gravelly glaciofluvial deposits Typical profile Ap - 0 to 7 inches: gravelly silt loam Bw - 7 to 13 inches: gravelly silt loam BC - 13 to 18 inches: very channery silt loam C1 - 18 to 23 inches: silt loam C2 - 23 to 60 inches: extremely gravelly loam Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Moderately well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.60 to 6.00 in/hr) Depth to water table:About 12 to 24 inches Frequency of flooding:NoneOccasional Frequency of ponding:None Available water capacity:Moderate (about 6.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: A/D Hydric soil rating: No Custom Soil Resource Report 17 Minor Components Udifluvents, frequently flooded Percent of map unit:5 percent Landform:Flood plains Landform position (three-dimensional):Tread Down-slope shape:Convex, linear Across-slope shape:Convex, linear Hydric soil rating: No Wakeville, occasionally flooded Percent of map unit:5 percent Landform:Flood plains Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread, talf Down-slope shape:Concave, linear Across-slope shape:Linear Hydric soil rating: No Middlebury, occasionally flooded Percent of map unit:5 percent Landform:Flood plains Landform position (two-dimensional):Summit Landform position (three-dimensional):Tread, talf Down-slope shape:Concave Across-slope shape:Convex Hydric soil rating: No 25A—Chenango gravelly silt loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2rwb0 Elevation: 160 to 1,970 feet Mean annual precipitation: 31 to 70 inches Mean annual air temperature: 43 to 52 degrees F Frost-free period: 105 to 180 days Farmland classification: All areas are prime farmland Map Unit Composition Chenango and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Chenango Setting Landform:Valley trains, terraces Landform position (two-dimensional):Summit Landform position (three-dimensional):Tread Down-slope shape:Convex, linear Custom Soil Resource Report 18 Across-slope shape:Convex, linear Parent material:Gravelly loamy glaciofluvial deposits over sandy and gravelly glaciofluvial deposits, derived mainly from sandstone, shale, and siltstone Typical profile Ap - 0 to 10 inches: gravelly silt loam Bw1 - 10 to 16 inches: gravelly silt loam Bw2 - 16 to 25 inches: very gravelly loam BC - 25 to 53 inches: extremely gravelly sandy loam 2C - 53 to 72 inches: extremely gravelly loamy coarse 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):Moderately high to high (0.60 to 6.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:1 percent Available water capacity:Moderate (about 6.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Hydric soil rating: No Minor Components Red hook Percent of map unit:5 percent Landform:Terraces, valley trains Landform position (two-dimensional):Footslope, toeslope Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Chenango, fan Percent of map unit:5 percent Landform:Valley trains, terraces Landform position (two-dimensional):Summit Landform position (three-dimensional):Tread Down-slope shape:Convex, linear Across-slope shape:Convex, linear Hydric soil rating: No Scio Percent of map unit:5 percent Landform:Lake plains Landform position (two-dimensional):Summit, footslope Landform position (three-dimensional):Base slope, tread Down-slope shape:Concave Across-slope shape:Convex, linear Hydric soil rating: No Custom Soil Resource Report 19 25B—Chenango gravelly silt loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2rwb1 Elevation: 160 to 1,970 feet Mean annual precipitation: 31 to 70 inches Mean annual air temperature: 43 to 52 degrees F Frost-free period: 105 to 180 days Farmland classification: All areas are prime farmland Map Unit Composition Chenango and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Chenango Setting Landform:Valley trains, terraces Landform position (two-dimensional):Summit Landform position (three-dimensional):Tread Down-slope shape:Convex, linear Across-slope shape:Convex, linear Parent material:Gravelly loamy glaciofluvial deposits over sandy and gravelly glaciofluvial deposits, derived mainly from sandstone, shale, and siltstone Typical profile Ap - 0 to 10 inches: gravelly silt loam Bw1 - 10 to 16 inches: gravelly silt loam Bw2 - 16 to 25 inches: very gravelly loam BC - 25 to 53 inches: extremely gravelly sandy loam 2C - 53 to 72 inches: extremely gravelly loamy coarse sand Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.60 to 6.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:1 percent Available water capacity:Moderate (about 6.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Hydric soil rating: No Custom Soil Resource Report 20 Minor Components Chenango, fan Percent of map unit:5 percent Landform:Valley trains, terraces Landform position (two-dimensional):Summit Landform position (three-dimensional):Tread Down-slope shape:Convex, linear Across-slope shape:Convex, linear Hydric soil rating: No Scio Percent of map unit:5 percent Landform:Lake plains Landform position (two-dimensional):Summit, footslope Landform position (three-dimensional):Base slope, tread Down-slope shape:Concave Across-slope shape:Convex, linear Hydric soil rating: No Red hook Percent of map unit:5 percent Landform:Terraces, valley trains Landform position (two-dimensional):Footslope, toeslope Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No 26B—Chenango channery silt loam, fan, 2 to 8 percent slopes Map Unit Setting National map unit symbol: 2rwb5 Elevation: 160 to 1,970 feet Mean annual precipitation: 31 to 70 inches Mean annual air temperature: 43 to 52 degrees F Frost-free period: 105 to 180 days Farmland classification: All areas are prime farmland Map Unit Composition Chenango, fan, and similar soils:90 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Chenango, Fan Setting Landform:Terraces, valley trains Landform position (two-dimensional):Summit Landform position (three-dimensional):Tread Custom Soil Resource Report 21 Down-slope shape:Convex, linear Across-slope shape:Convex, linear Parent material:Gravelly loamy glaciofluvial deposits over sandy and gravelly glaciofluvial deposits, derived mainly from sandstone, shale, and siltstone Typical profile Ap - 0 to 8 inches: channery silt loam Bw - 8 to 21 inches: channery silt loam BC - 21 to 36 inches: extremely channery loam C - 36 to 60 inches: extremely channery sandy loam Properties and qualities Slope:2 to 8 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.60 to 6.00 in/hr) Depth to water table:About 36 to 72 inches Frequency of flooding:RareNone Frequency of ponding:None Calcium carbonate, maximum content:1 percent Available water capacity:Low (about 4.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Hydric soil rating: No Minor Components Tioga, occasionally flooded Percent of map unit:5 percent Landform:Flood plains Landform position (two-dimensional):Summit Landform position (three-dimensional):Tread, rise Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Scio Percent of map unit:5 percent Landform:Lake plains Landform position (two-dimensional):Summit, footslope Landform position (three-dimensional):Base slope, tread Down-slope shape:Concave Across-slope shape:Convex, linear Hydric soil rating: No Custom Soil Resource Report 22 52D—Valois channery silt loam, 15 to 25 percent slopes Map Unit Setting National map unit symbol: 2rwd1 Elevation: 160 to 2,460 feet Mean annual precipitation: 31 to 70 inches Mean annual air temperature: 39 to 52 degrees F Frost-free period: 105 to 180 days Farmland classification: Not prime farmland Map Unit Composition Valois and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Valois Setting Landform:Drumlinoid ridges, hills, till plains Landform position (two-dimensional):Backslope Landform position (three-dimensional):Side slope Down-slope shape:Convex, linear Across-slope shape:Convex Parent material:Loamy till derived mainly from gray and brown siltstone, sandstone, and shale Typical profile Oe - 0 to 1 inches: moderately decomposed plant material A - 1 to 4 inches: channery silt loam E - 4 to 7 inches: channery silt loam Bw - 7 to 17 inches: channery silt loam BC - 17 to 23 inches: very channery loam C - 23 to 60 inches: very channery loam Properties and qualities Slope:15 to 25 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (0.60 to 20.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:Moderate (about 6.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Hydric soil rating: No Custom Soil Resource Report 23 Minor Components Mardin Percent of map unit:10 percent Landform:Till plains Landform position (two-dimensional):Summit, backslope Landform position (three-dimensional):Crest, side slope Down-slope shape:Linear Across-slope shape:Convex, linear Hydric soil rating: No Chenango Percent of map unit:5 percent Landform:Valley trains, terraces Landform position (two-dimensional):Shoulder, summit Landform position (three-dimensional):Tread Down-slope shape:Convex, linear Across-slope shape:Convex, linear Hydric soil rating: No 62B—Mardin channery silt loam, 2 to 8 percent slopes Map Unit Setting National map unit symbol: 2rwbx Elevation: 330 to 2,460 feet Mean annual precipitation: 31 to 70 inches Mean annual air temperature: 39 to 52 degrees F Frost-free period: 105 to 180 days Farmland classification: Farmland of statewide importance Map Unit Composition Mardin and similar soils:88 percent Minor components:12 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Mardin Setting Landform:Till plains Landform position (two-dimensional):Summit, backslope Landform position (three-dimensional):Crest, side slope Down-slope shape:Linear Across-slope shape:Convex, linear Parent material:Loamy basal till Typical profile Ap - 0 to 10 inches: channery silt loam Bw - 10 to 17 inches: channery silt loam E - 17 to 20 inches: channery silt loam Bx1 - 20 to 49 inches: very flaggy silt loam Custom Soil Resource Report 24 Bx2 - 49 to 65 inches: very channery silt loam Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:14 to 26 inches to fragipan Drainage class:Moderately well drained Capacity of the most limiting layer to transmit water (Ksat):Very low to moderately high (0.00 to 0.20 in/hr) Depth to water table:About 12 to 19 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:Low (about 3.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: D Hydric soil rating: No Minor Components Volusia Percent of map unit:5 percent Landform:Hills Landform position (two-dimensional):Footslope, summit Landform position (three-dimensional):Base slope, side slope Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Bath Percent of map unit:5 percent Landform:Drumlinoid ridges, hills, till plains Landform position (two-dimensional):Shoulder Landform position (three-dimensional):Crest, side slope Down-slope shape:Convex, concave Across-slope shape:Convex, linear Hydric soil rating: No Lordstown Percent of map unit:2 percent Landform:Ridges Landform position (two-dimensional):Summit, shoulder Landform position (three-dimensional):Side slope Down-slope shape:Convex, concave Across-slope shape:Linear Hydric soil rating: No Custom Soil Resource Report 25 68B—Volusia channery silt loam, 2 to 8 percent slopes Map Unit Setting National map unit symbol: 2srfg Elevation: 330 to 2,460 feet Mean annual precipitation: 31 to 70 inches Mean annual air temperature: 39 to 52 degrees F Frost-free period: 105 to 180 days Farmland classification: Farmland of statewide importance Map Unit Composition Volusia and similar soils:90 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Volusia Setting Landform:Hills, mountains Landform position (two-dimensional):Footslope, summit Landform position (three-dimensional):Base slope, interfluve, side slope Down-slope shape:Concave Across-slope shape:Linear Parent material:Loamy till derived from interbedded sedimentary rock Typical profile Ap - 0 to 9 inches: channery silt loam Bw - 9 to 15 inches: channery silt loam Eg - 15 to 17 inches: channery silt loam Bx1 - 17 to 29 inches: channery loam Bx2 - 29 to 54 inches: channery loam C - 54 to 72 inches: channery silt loam Properties and qualities Slope:2 to 8 percent Surface area covered with cobbles, stones or boulders:0.0 percent Depth to restrictive feature:10 to 22 inches to fragipan Drainage class:Somewhat poorly drained Capacity of the most limiting layer to transmit water (Ksat):Very low to moderately low (0.00 to 0.14 in/hr) Depth to water table:About 6 to 18 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:5 percent Available water capacity:Very low (about 3.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3w Hydrologic Soil Group: D Custom Soil Resource Report 26 Ecological site: F140XY024NY - Moist Dense Till Hydric soil rating: No Minor Components Chippewa Percent of map unit:5 percent Landform:Depressions Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Base slope Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Mardin Percent of map unit:5 percent Landform:Hills, mountains Landform position (two-dimensional):Shoulder, backslope Landform position (three-dimensional):Interfluve, side slope Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No 68C—Volusia channery silt loam, 8 to 15 percent slopes Map Unit Setting National map unit symbol: 2srfj Elevation: 330 to 2,460 feet Mean annual precipitation: 31 to 70 inches Mean annual air temperature: 39 to 52 degrees F Frost-free period: 105 to 180 days Farmland classification: Farmland of statewide importance Map Unit Composition Volusia and similar soils:90 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Volusia Setting Landform:Hills, mountains Landform position (two-dimensional):Footslope Landform position (three-dimensional):Interfluve, side slope Down-slope shape:Concave Across-slope shape:Linear Parent material:Loamy till derived from interbedded sedimentary rock Typical profile Ap - 0 to 9 inches: channery silt loam Bw - 9 to 15 inches: channery silt loam Custom Soil Resource Report 27 Eg - 15 to 17 inches: channery silt loam Bx1 - 17 to 29 inches: channery loam Bx2 - 29 to 54 inches: channery loam C - 54 to 72 inches: channery silt loam Properties and qualities Slope:8 to 15 percent Surface area covered with cobbles, stones or boulders:0.0 percent Depth to restrictive feature:10 to 22 inches to fragipan Drainage class:Somewhat poorly drained Capacity of the most limiting layer to transmit water (Ksat):Very low to moderately low (0.00 to 0.14 in/hr) Depth to water table:About 6 to 18 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:5 percent Available water capacity:Very low (about 3.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: D Ecological site: F140XY024NY - Moist Dense Till Hydric soil rating: No Minor Components Mardin Percent of map unit:6 percent Landform:Mountains, hills Landform position (two-dimensional):Backslope Landform position (three-dimensional):Side slope, head slope Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Chippewa Percent of map unit:4 percent Landform:Depressions Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Base slope Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes 71D—Mongaup channery silt loam, 15 to 25 percent slopes, very stony Map Unit Setting National map unit symbol: 2rwb8 Elevation: 1,390 to 3,610 feet Mean annual precipitation: 32 to 70 inches Custom Soil Resource Report 28 Mean annual air temperature: 39 to 48 degrees F Frost-free period: 110 to 155 days Farmland classification: Not prime farmland Map Unit Composition Mongaup, very stony, and similar soils:90 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Mongaup, Very Stony Setting Landform:Ridges Landform position (two-dimensional):Summit, shoulder Landform position (three-dimensional):Crest, side slope Down-slope shape:Linear, convex Across-slope shape:Linear Parent material:Loamy till derived from sandstone and siltstone Typical profile Oe - 0 to 1 inches: moderately decomposed plant material A - 1 to 3 inches: channery silt loam Bw - 3 to 10 inches: very channery silt loam BC - 10 to 21 inches: very channery silt loam 2C - 21 to 31 inches: very channery loam 2R - 31 to 41 inches: bedrock Properties and qualities Slope:15 to 25 percent Surface area covered with cobbles, stones or boulders:1.0 percent Depth to restrictive feature:20 to 40 inches to lithic bedrock Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Very low to moderately high (0.00 to 1.42 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:Low (about 3.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6s Hydrologic Soil Group: B Hydric soil rating: No Minor Components Lewbath Percent of map unit:5 percent Landform:Till plains, drumlinoid ridges, hills Landform position (two-dimensional):Summit, shoulder Landform position (three-dimensional):Crest, side slope Down-slope shape:Convex, concave Across-slope shape:Convex, linear Hydric soil rating: No Custom Soil Resource Report 29 Willdin Percent of map unit:5 percent Landform:Hills Landform position (two-dimensional):Shoulder, backslope Landform position (three-dimensional):Crest, side slope Down-slope shape:Linear Across-slope shape:Convex, linear Hydric soil rating: No 133E—Bath and Mardin soils, 25 to 40 percent slopes Map Unit Setting National map unit symbol: 2srhs Elevation: 330 to 2,460 feet Mean annual precipitation: 31 to 70 inches Mean annual air temperature: 39 to 52 degrees F Frost-free period: 105 to 180 days Farmland classification: Not prime farmland Map Unit Composition Bath and similar soils:50 percent Mardin and similar soils:35 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Bath Setting Landform:Hills, mountains Landform position (two-dimensional):Backslope Landform position (three-dimensional):Nose slope, side slope Down-slope shape:Linear Across-slope shape:Linear Parent material:Loamy till derived mainly from gray and brown siltstone, sandstone, and shale Typical profile A - 0 to 4 inches: channery silt loam Bw1 - 4 to 15 inches: channery silt loam Bw2 - 15 to 25 inches: channery loam E - 25 to 29 inches: channery loam Bx - 29 to 52 inches: very channery silt loam C - 52 to 72 inches: very channery silt loam Properties and qualities Slope:25 to 40 percent Surface area covered with cobbles, stones or boulders:0.0 percent Depth to restrictive feature:26 to 38 inches to fragipan Drainage class:Well drained Custom Soil Resource Report 30 Capacity of the most limiting layer to transmit water (Ksat):Very low to moderately low (0.00 to 0.14 in/hr) Depth to water table:About 24 to 36 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:15 percent Available water capacity:Low (about 4.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: C Hydric soil rating: No Description of Mardin Setting Landform:Hills, mountains Landform position (two-dimensional):Backslope Landform position (three-dimensional):Side slope, head slope Down-slope shape:Concave Across-slope shape:Linear Parent material:Loamy till Typical profile A - 0 to 4 inches: channery silt loam BE - 4 to 12 inches: channery silt loam Bw1 - 12 to 16 inches: channery silt loam Bw2 - 16 to 20 inches: channery silt loam Bx1 - 20 to 36 inches: channery silt loam Bx2 - 36 to 57 inches: channery silt loam C - 57 to 72 inches: channery silt loam Properties and qualities Slope:25 to 40 percent Surface area covered with cobbles, stones or boulders:0.0 percent Depth to restrictive feature:14 to 26 inches to fragipan Drainage class:Moderately well drained Capacity of the most limiting layer to transmit water (Ksat):Very low to moderately low (0.00 to 0.14 in/hr) Depth to water table:About 13 to 24 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:Low (about 3.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: D Hydric soil rating: No Minor Components Valois Percent of map unit:10 percent Landform:Drumlinoid ridges, hills, till plains Landform position (two-dimensional):Backslope Custom Soil Resource Report 31 Landform position (three-dimensional):Side slope Down-slope shape:Convex, linear Across-slope shape:Convex Hydric soil rating: No Lordstown, very stony Percent of map unit:5 percent Landform:Hills, mountains Landform position (two-dimensional):Backslope Landform position (three-dimensional):Mountainflank, nose slope, side slope Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No 134D—Bath channery silt loam, 15 to 25 percent slopes Map Unit Setting National map unit symbol: 2v316 Elevation: 330 to 2,460 feet Mean annual precipitation: 31 to 70 inches Mean annual air temperature: 39 to 52 degrees F Frost-free period: 105 to 180 days Farmland classification: Not prime farmland Map Unit Composition Bath and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Bath Setting Landform:Hills, mountains Landform position (two-dimensional):Backslope Landform position (three-dimensional):Nose slope, side slope Down-slope shape:Linear Across-slope shape:Linear Parent material:Loamy till derived mainly from gray and brown siltstone, sandstone, and shale Typical profile Ap - 0 to 9 inches: channery silt loam Bw1 - 9 to 15 inches: channery silt loam Bw2 - 15 to 25 inches: channery loam E - 25 to 29 inches: channery loam Bx - 29 to 52 inches: very channery silt loam C - 52 to 72 inches: very channery silt loam Properties and qualities Slope:15 to 25 percent Custom Soil Resource Report 32 Surface area covered with cobbles, stones or boulders:0.0 percent Depth to restrictive feature:26 to 38 inches to fragipan Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Very low to moderately low (0.00 to 0.14 in/hr) Depth to water table:About 24 to 36 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:15 percent Available water capacity:Low (about 4.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: C Ecological site: F140XY030NY - Well Drained Dense Till Hydric soil rating: No Minor Components Lordstown Percent of map unit:10 percent Landform:Mountains, hills Landform position (two-dimensional):Backslope Landform position (three-dimensional):Mountaintop, side slope, nose slope Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Mardin Percent of map unit:5 percent Landform:Hills, mountains Landform position (two-dimensional):Shoulder, backslope Landform position (three-dimensional):Interfluve, side slope Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Custom Soil Resource Report 33 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 34 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. 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Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of this permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. First name MI Last Name Signature Date Revised: January 2020 11-10-2020 Page 1 of 2 TOWN OF VIRGIL PLANNING BOARD DRAFT Minutes of Regular Meeting - Monday, 23 November 2020 – 7 PM Town Hall – 1176 Church Street – Virgil, NY 13045 Board Members (*absent) Others Present Jeffrey Breed, Chairman Joan Fitch, Board Secretary Carole Lathrop Patrick Snyder, Town Attorney Mark Baranello John Kaminski, Town Supervisor Dale Taylor *Sara Sirois Sylvia Cook, Alternate Applicants & Public Present Wes Kryger for Greek Peak Holdings, LLC, Applicant. PUBLIC HEARING The Public Hearing was opened at 7 p.m. by Chairman Jeffrey Breed with the Board Secretary reading aloud the Legal Notice as published in the Cortland Standard. Proof of Publication has been placed on file for the record. Greek Peak Holdings, LLC, Applicant/Reputed Owner – 2000 NYS Route 392 – TM #127.09- 03.110 – Site Plan Review & Special Aquifer Permit – Proposed Wedding Barn Chairman Breed recognized Wes Kryger, representing the applicant who was seeking Site Plan approval to construct an 84 ft. by 154 ft., wedding barn, with ceremony area, parking lot, and access road off of Route 392, all as shown on the materials accompanying the applications. Mr. Kryger stated the proposed facility would be used year ‘round. The barn would be constructed on a slab and have heat. Chairman Breed asked if there was anyone present who wished to comment on the proposed facility. There was no one. With everyone having been heard who wished to be heard, Chairman Breed closed the Public Hearing at 7:06 p.m. REGULAR MEETING The Regular Meeting of the Town of Virgil Planning Board was called to order by Acting Chairman Baranello at 7:06 p.m. Greek Peak Holdings, LLC, Applicant/Reputed Owner – 2000 NYS Route 392 – TM #127.09- 03.110 – Site Plan Review & Special Aquifer Permit – Proposed Wedding Barn Member Dale Taylor asked questions regarding proposed cost of the facility, number of weddings per day, etc. Mr. Kryger stated that the improvements may run around one million dollars, and one of their existing facilities has had as many as five weddings over a weekend. He also added that the barn would be used for more than just weddings. The proposed access road was discussed, and a service road would be behind the building. Chairman Breed asked Mr. Kryger if he had a larger scale map; he did, and displayed it to the Board for their review, answering their questions. Stormwater issues were discussed, and Mr. Kryger stated that the NYSDOT was satisfied with what was planned, but they had yet to get a permit. Town Attorney Snyder cautioned him where no work shall be done. County Soil and Water was discussed regarding review of what was proposed. DRAFT (T) Virgil Planning Board Minutes of Public Hearing & Regular Meeting 23 November 2020 Page 2 of 2 The kitchen facility was discussed, and a small concrete pad is planned outside the building, which Mr. Kryger showed to the Board members on the map. Member Baranello asked about total occupancy and CEO Brown stated he would determine this. Fire safety was discussed re hydrant(s); CEO Brown advised that building review has not started yet. At the conclusion of the discussion, a motion was made by Member Taylor to hold a Special Meeting on Monday, 21 December 2020, 7 p.m. for the Site Plan Review of a proposed wedding barn. The motion was seconded by Member Baranello, with the vote recorded as follows: Ayes: Chairman Breed Nays: None Member Lathrop Member Baranello Absent: Member Sirois Member Taylor Alternate Member Cook Motion carried. This becomes Action #35 of 2020. OTHER MATTERS • Chairman Breed thanked Town Attorney Patrick Snyder for conducting their training session. ADJOURNMENT At 8:05 p.m., a motion was made by Member Taylor, seconded by Member Baranello, to adjourn the meeting. All Board members present voted in the affirmative. Joan E. Fitch Draft emailed to Town Clerk, Bd. Members, Planning Board Secretary Town Attorney & CEO & on 12/19/20.