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24-35P McDonald's Stormwater Basin
1 TOWN OF SOUTH WINDSOR CHECKLIST REQUIRED INFORMATION FOR SITE PLANS APPLICANT_____________________________________________________________ PROJECT NAME_________________________________________________________ This checklist must be signed by plan preparer (P.E./L.S.) declaring that all required information is provided. Items 1-7 are required for all applications; items 8-11 required where appropriate. Check mark for each item supplied. _____ 1. On each sheet for plans or maps, title block with the following information: _____ a. Name, address, email address, and telephone of applicant _____ b. Name, address, email address, and telephone of Land Surveyor or Professional Engineer _____ c. Name of Development _____ d. Date when drawings were made _____ 2. Key Map: An overall map drawn to a scale of 1 inch equaling either 100 feet or 200 feet. This map will show the overall design of the Development and surrounding property within 500 feet. _____ a. Data block which gives needed zoning information such as percentage of lot coverage, acreage of tract, number of apartment units, parking requirements, etc. _____ b. Outline of buildings _____ c. Layout of streets _____ d. Surrounding property boundaries within 500 feet _____ e. Names of abutting property owners _____ f. Proposed open spaces and recreation areas _____ g. Driveway cuts on abutting properties and any properties across from proposed site _____ h. Distance to and name of nearest intersection street _____ 3. Architectural Elevations: See checklist for Architecture and Design Review. 2 _____ 4. Plot Plan: A layout map of the proposed site drawn to a scale of 1 inch equaling 40 feet on either of the following size sheets: (1) 24" x 36" with a 3/4" ruled margin; (2) 18" x 24" with a 1/2" ruled margin, containing the following data: _____ a. Distance and bearings of all boundary lines and acreage of site. Iron pins required at all property angle points and shown on map. _____ b. Proposed streets and street lines with center line station, curve data, and parking spaces _____ c. Building lines in accordance with zoning regulations _____ d. Proposed buildings and other structures, including signs, outside lighting, and dumpsters (on concrete pad and screened) _____ e. Easements, noting grantors, grantees, and purpose must be shown in table format, e.g. below Grantor Grantee Type of Easement Date Filed Vol/Pg _____ f. Names of abutting property owners _____ g. Monuments will be indicated at corners and angles of all streets and at all points of curvature and tangency. The monumented points within proposed site shall be coordinated. These coordinates shall appear in tabular form on the plot plan. The accessibility of these CGS points shall be determined by the Town Engineer. _____ h. All open space or other common or public land uses shall be indicated. _____ i. A-2 certification; P.E./L.S. Seal _____ 5. Topographic Map: A map drawn to a scale of 1 inch to 40 feet on sheets not exceeding 24 inches by 36 inches, including ruled margins shall in addition to the requirements of the plot plans show the following: _____ a. All existing and proposed buildings _____ b. Curb Lines and pavement width, sidewalks _____ c. Existing and proposed sanitary sewers _____ d. Existing and proposed water and all existing utilities 3 _____ e. Present wooded area indicated by foliage lines. Any trees to be saved should be shown. _____ f. Existing and proposed contours shall be shown in not less than two-foot intervals, but in cases of relatively level land, the contours shall be one- foot intervals and spot elevations. _____ g. Regulated wetlands and 100-year floodplain or note that none are present _____ h. Proposed storm drainage system, showing all catch basins, endwalls, manholes, lengths and sizes of pipes and elevations of structures. (Maximum distance between catch basins shall be 300 feet and minimum size of storm drain lines shall be 15 inches, within Town ROW.) If plan/profile sheet is provided all of this does not need to be shown. Only top of frame elevations and inverts of open discharge pipe shall be shown on this plan. _____ i. Connections of all springs into proposed storm drainage system as needed _____ j. Location and indications of existing brook channels, and 100-year flood limits _____ k. A-2 & T-2 Certification; P.E & L.S. Seals _____ 6. Landscaping plan _____ 7. Drainage calculations: Zero Runoff Increase per SW Public Improvement Standards. _____ 8. Traffic Report _____ 9. Site Lighting Plan _____ 10. Plans and Profiles: A plan and profile of the proposed streets drawn on plan/profile paper of scales 1 inch to 40 feet horizontally, and 1 inch to 4 feet vertically on sheets not exceeding 24 inches by 36 inches, including ruled margins and containing the following: _____ a. Layout of streets in sections coordinated by stations with the profile _____ b. Street plan showing roadways, drainage, sanitary sewer (including house sewer), foundation drains, lot lines, buildings including all utilities with elevations (top frame and inverts), size, type, length, slopes of pipes . _____ c. Sight line at driveway & street intersections 4 _____ d. Profile of roadway showing existing and finished grades. Roadway profile will show all tangent grade and all vertical curve information. _____ e. Profile will show all catch basins and all drainage lines between catch basins with all invert and top of frame elevations, sizes, lengths, and slopes of pipes. _____ f. Where any storm drainage line discharges into an existing brook sufficient profile of this brook will be shown to determine conditions. _____ g. CGS datum shall be used on all sites accessible to these controls. The Town Engineer shall, based on standard engineering practices, determine the accessibility of these controls. _____ h. Profiles shall show all sanitary sewer lines and manholes, including elevations (inverts, top of frame), sizes, lengths, and slopes of pipes. Top of foundation elevations for building shall be shown. _____ 11. Open Space Site Improvement Plans: For sites which require or include a provision for open spaces, a plan which contains data for site improvement may be required. This map shall be drawn to a scale of 1 inch equals 40 feet. _____ 12. Sanitary Report: Where individual sanitary sewage disposal systems are proposed, the final plans shall include a Sanitary Report certified by a Professional Engineer. The report shall demonstrate the feasibility of the proposed individual systems. ____________________________________ _________________________ PLAN PREPARER (P.E./L.S.) DATE ______________________________________ Print Name W:\Planning Admin\Forms\Check Lists\Site Plan Checklist.doc February 2002; Rev. 4-04, 04-23 October 04, 2024 Town of South Windsor Planning and Zoning Commission 1540 Sullivan Avenue South Windsor, Connecticut 06074 RE: Transmittal Letter - Site Plan of Development Modification Application McDonald’s Restaurant 769 John Fitch Boulevard, South Windsor, Connecticut Wilcox & Barton, Inc. was retained by McDonald’s Corporation to provide a revised design of the existing stormwater infiltration pond for the McDonald’s restaurant located at 769 John Fitch Boulevard in South Windsor, Connecticut (Tax Map 46 Lot 26). The existing infiltration pond is no longer adequately managing the influent stormwater. The pond was originally designed to collect and infiltrate all stormwater runoff from the McDonald’s restaurant paved parking area. Currently, stormwater collects in the pond and then overflows and discharges to the west onto the abutting parcel before it is able to infiltrate. The existing stormwater infiltration pond is located in a drainage easement on the abutting parcel (Tax Map 46 Lot 33) owned by Cusson Enterprises LLC. The revised infiltration pond design includes an increased footprint of the pond and a new location within a revised drainage easement on the abutting parcel (Tax Map 46, Lot 33). The revised pond and affiliated drainage easement extend the existing drainage easement and pond to the south and west. The revised pond features an underdrain system connected to the outlet control structure, which is designed to effectively manage and redirect overflow. The system channels excess flow into a closed pipe network and directs it to a wetland south of the Cusson Enterprises LLC development on Tax Map 46, Lot 43. The proposed infiltration pond encompasses a larger footprint to provide increased storage that can completely infiltrate the required water quality volume and manage peak discharges during the required storm events without overtopping. The attached civil plan set depicts the revised infiltration pond design and the attached Stormwater Management Plan provides the design basis for the pond. In order to propose and construct an enhanced infiltration pond for McDonald’s Corporation, a Site Plan of Development Modification Application is required by the Town of South Windsor Planning and Zoning Commission. The following table depicts the required attachments for the Town of South Windsor Site Plan Modification Application that are enclosed in this submission. Site Plan of Development Modification 2 McDonald’s, 769 John Fitch Blvd, South Windsor, CT Table 1 – Transmittal Attachments: Item No. Quantity Description 1 15 Town Application for Site Plan of Development Modification Review 2 1 Abutter List and Labels 3 1 Certified Mailing Receipts 4 1 Copy of Abutter Notification Letters 5 1 Site Plan Checklist 6 3 Civil Site Plans (24x36) 7 3 Stormwater Management Plan If you have any questions, or require additional information, please contact me, David L. Frothingham III, at (802) 461-6828. Very Truly Yours, WILCOX & BARTON, INC. David L. Frothingham III, P.E. Senior Civil Engineer Alan J. McLevy, P.E. Senior Engineer Cc: Sandra W. Martel, McDonald’s Real Estate Portfolio Manager WWUGEUGESDDDD 2 HOME AVENUE CONCORD, NH 03301603-369-4190www.wilcoxandbarton.comSCALEDATEDRAFTED BYCHECKED BYPROJECT MGRKADAJMDLFMCDS0022SHEET NO.DRAWING TITLESITEOWNERISSUED FORALL DOCUMENTS PREPARED BY WILCOX & BARTON, INC. AREINSTRUMENTS OF SERVICE IN RESPECT OF THE PROJECT. THEY ARE NOTINTENDED OR REPRESENTED TO BE SUITABLE FOR REUSE BY OWNER OROTHERS. ANY REUSE WITHOUT WRITTEN VERIFICATION OR ADAPTATIONBY WILCOX & BARTON, INC. FOR THE SPECIFIC PURPOSE INTENDED WILLBE AT OWNER'S SOLE RISK AND WITHOUT LIABILITY OR LEGAL EXPOSURETO WILCOX & BARTON, INC. OWNER SHALL INDEMNIFY AND HOLDHARMLESS WILCOX & BARTON, INC. FROM ALL CLAIMS, DAMAGES,LOSSES AND EXPENSES ARISING OUT OF OR RESULTING THEREFROM.MCDONALD'SCORPORATION110 N. Carpenter St.Chicago, IL 60607PROJECT NO.OF08MCDONALD'S769 JOHN FITCH BLVDSOUTH WINDSOR, CTMAP 46 LOT 2608/16/2024ENGINEER: ALAN J. MCLEVYCT P.E. #27841N.T.S.C0.101REVISION HISTORY1.REVISED IN RESPONSE TO IWA COMMENTS (09/20/2024).2.REVISED IN RESPONSE TO TOWN STAFF COMMENTS (10/04/2024, DLF).LAND SURVEYORMCDONALD'S STORMWATER BASIN RELOCATION769 JOHN FITCH BLVD, SOUTH WINDSOR, CT 06074PROJECT DESCRIPTION:THE PURPOSE OF THIS PLAN IS TO RELOCATE AND REVISE THE INFILTRATION POND TO THEWEST OF THE PROJECT PARCEL (MAP 46 LOT 26) IN THE REVISED EASEMENT ON THEABUTTING PARCEL (MAP 46 LOT 33), WHICH WILL COLLECT RUNOFF FROM THE MCDONALD'SCORPORATION PAVED PARKING AREA.ABUTTERS LIST01 MAP 45 LOT 8: THE JE SHEPARD COMPANY, PO BOX 415, E WINDSOR HILL, CT 0602802 MAP 45 LOT 9: HAROLD M NEWBERRY III, 32 NATHAN CUTLER DRIVE, BEDFORD, NH 0311003 MAP 45 LOT 10: THE JE SHEPARD COMPANY, PO BOX 415, E WINDSOR HILL, CT 0602804 MAP 45 LOT 11: THE JE SHEPARD COMPANY, PO BOX 415, E WINDSOR HILL, CT 0602805 MAP 46 LOT 23: 85 NUTMEG ROAD SOUTH LLC, 64 AMANDA WAY, TOLLAND, CT 0608406 MAP 46 LOT 24: STORE CAPITAL ACQUISITIONS LLC, 105 NUTMEG ROAD S, SOUTH WINDSOR, CT 0607407 MAP 46 LOT 25: TONY'S TURTLE GAS LLC, 779 JOHN FITCH BLVD, SOUTH WINDSOR, CT 0607408 MAP 46 LOT 27-2: 729 JOHN FITCH BOULEVARD LLC, 735 JOHN FITCH BLVD, SOUTH WINDSOR, CT 0607409 MAP 46 LOT 28-3: 729 JOHN FITCH BOULEVARD LLC, 735 JOHN FITCH BLVD, SOUTH WINDSOR, CT 0607410 MAP 46 LOT 30: JP REALTY LLC, 701 JOHN FITCH BLVD, SOUTH WINDSOR, CT 0607411 MAP 46 LOT 33: CUSSON ENTERPRISES LLC, 29 MASCOLO ROAD, SOUTH WINDSOR, CT 0607412 MAP 46 LOT 34: CUSSON ENTERPRISES LLC, 29 MASCOLO ROAD, SOUTH WINDSOR, CT 0607413 MAP 46 LOT 35: MASCOLO ROAD REALTY LLC, 36 MASCOLO ROAD, SOUTH WINDSOR, CT 0607414 MAP 46 LOT 36: PRIYAL KUMAR GARALA, 110 OAK RIDGE ROAD, WINDSOR LOCKS, CT 06096COVER SHEET769 JOHN FITCH BLVDSOUTH WINDSOR, CTPROJECT LOCATION769 JOHN FITCH BOULEVARDSOUTH WINDSOR, CONNECTICUTJ.R.RUSSO & ASSOCIATES, LLC1 SHOHAM ROADEAST WINDSOR, CT 0608812345678C0.1C0.2C1.1C1.2C2.1C4.1C5.1C5.2COVER SHEETNOTES & LEGENDEXISTING CONDITIONS PLANSITE PLANDRAIN PROFILESPOND PROFILE AND SECTIONSCONSTRUCTION DETAILSEROSION CONTROL DETAILSFIGURE 1 - URA DISTURBANCE08/16/202408/16/202408/16/202408/16/202408/16/202408/16/202408/16/202408/16/202409/20/202410/02/202410/02/202410/02/202410/04/202410/04/202410/04/202410/04/202410/02/202410/02/2024SHEETNUMBERTITLEDATE ISSUEDLATEST REVISIONSHEET INDEXState ofRHODEISLANDState ofNEW YORKCommonwealth ofMASSACHUSETTSPLOT PLANNOT TO SCALE769 JOHN FITCH BLVDSOUTH WINDSOR, CTLOCATION MAPNOT TO SCALEWINDHAMNEW LONDONHARTFORDTOLLANDLITCHFIELDNEW HAVENMIDDLESEXFAIRFIELD0102030405060708091011121314RELOCATED STORMWATER PONDSERVING THE MCDONALD'S DEVELOPMENTEX. MCDONALD'S RESTAURANTPROPOSED DEVELOPMENTBY CUSSON AUTOMOTIVE, INCREVIEWED UNDER SEPARATE APPLICATION 2 HOME AVENUE CONCORD, NH 03301603-369-4190www.wilcoxandbarton.comSCALEDATEDRAFTED BYCHECKED BYPROJECT MGRKADAJMDLFMCDS0022SHEET NO.DRAWING TITLESITEOWNERISSUED FORALL DOCUMENTS PREPARED BY WILCOX & BARTON, INC. AREINSTRUMENTS OF SERVICE IN RESPECT OF THE PROJECT. THEY ARE NOTINTENDED OR REPRESENTED TO BE SUITABLE FOR REUSE BY OWNER OROTHERS. ANY REUSE WITHOUT WRITTEN VERIFICATION OR ADAPTATIONBY WILCOX & BARTON, INC. FOR THE SPECIFIC PURPOSE INTENDED WILLBE AT OWNER'S SOLE RISK AND WITHOUT LIABILITY OR LEGAL EXPOSURETO WILCOX & BARTON, INC. OWNER SHALL INDEMNIFY AND HOLDHARMLESS WILCOX & BARTON, INC. FROM ALL CLAIMS, DAMAGES,LOSSES AND EXPENSES ARISING OUT OF OR RESULTING THEREFROM.MCDONALD'SCORPORATION110 N. Carpenter St.Chicago, IL 60607REVISION HISTORY1.REVISED IN RESPONSE TO IWA COMMENTS (09/20/2024).2.REVISED IN RESPONSE TO TOWN STAFF COMMENTS (10/04/2024, DLF).PROJECT NO.OF08MCDONALD'S769 JOHN FITCH BLVDSOUTH WINDSOR, CTMAP 46 LOT 2608/16/2024ENGINEER: ALAN J. MCLEVYCT P.E. #27841N.T.S.C0.202NOTES & LEGENDGENERAL NOTESLANDSCAPING NOTESCONSTRUCTION SEQUENCEEROSION CONTROL NOTESWINTER CONSTRUCTION NOTESREQUIRED PERMITS1 GENERAL:1.1 THESE DRAWINGS SHOULD BE REVIEWED IN CONJUNCTION WITH THE ACCOMPANYING DESIGN REPORTENTITLED "STORMWATER MANAGEMENT PLAN REVISED STORMWATER INFILTRATION POND" DATED09/06/2024 PREPARED BY WILCOX & BARTON INC.1.2EXISTING CONDITIONS, TOPOGRAPHICAL INFORMATION, NORTH ORIENTATION, NORTH ARROW, ANDCOORDINATE VALUES DEPICTED ON THESE DRAWINGS ARE BASED ON A PLAN TITLED "ACAD FORMCDONALDS", DATED JULY 15, 2024, BY CUSSON ENTERPRISES LLC.1.3THESE DRAWINGS AND ACCOMPANYING TEXT HAVE BEEN PREPARED FOR MCDONALD'S CORPORATION FORREVIEW BY THE TOWN OF SOUTH WINDSOR PLANNING BOARD, CODE ENFORCEMENT, GENERAL SERVICES,POLICE, AND FIRE DEPARTMENTS.1.4THE PURPOSE OF THIS PLAN IS TO RELOCATE AND REVISE THE INFILTRATION POND TO THE WEST OF THEPROJECT PARCEL (MAP 46 LOT 26) IN THE REVISED EASEMENT ON THE ABUTTING PARCEL (MAP 46 LOT 33),WHICH WILL COLLECT RUNOFF FROM THE MCDONALD'S CORPORATION PAVED PARKING AREA.1.5PROPOSED SITE IS SERVICED BY TOWN WATER AND SEWER.1.6A MANDATORY PRE-CONSTRUCTION MEETING WILL NEED TO BE HELD PRIOR TO ISSUANCE OF ANY PERMITSTO DISCUSS INSPECTION FEES, CONSTRUCTION SCHEDULE, ETC.1.7REFER TO CONSTRUCTION DETAIL SHEETS FOR ALL APPLICABLE SITE DETAILS.1.8CONTRACTOR WILL NOTIFY ENGINEERS IMMEDIATELY IF SITE CONDITIONS DIFFER FROM WHAT IS SHOWN ONPLAN.1.9ALL WORK PERFORMED ON BEHALF OF THIS PROJECT SHALL BE CONSTRUCTED IN ACCORDANCE WITH THETOWN OF SOUTH WINDSOR'S CONSTRUCTION STANDARDS AND DETAILS, LATEST EDITION.1.10PROJECT DATUM: CT STATE PLANE COORDINATES NAD 83 (HORIZONTAL) NAVD 88 (VERTICAL)1.11ALL WORK SHALL BE PERFORMED IN A FIRST CLASS MANNER, AND IN ACCORDANCE WITH STATE CODE (IBC2015 WITH LATEST SUPPLEMENTS), AND LOCAL CODES AND ORDINANCES.1.12ALL EXISTING UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE. THE CONTRACTOR SHALL CONTACTDIG-SAFE (800-922-4455) AT LEAST 72 HOURS AND LESS THAN 30 DAYS PRIOR TO STARTING CONSTRUCTIONAND SHALL VERIFY ALL UTILITY LOCATIONS IN THE FIELD.1.13CONTRACTOR IS RESPONSIBLE FOR ADEQUATE BRACING OF WALLS AND/OR SHORING OF EXCAVATIONSDURING CONSTRUCTION.1.14THE CONTRACTOR SHALL REVIEW AND STAMP ALL SHOP DRAWINGS AND SUBMITTALS BEFORE SUBMISSIONTO THE ENGINEER; THUS, PROVIDING ANY INFORMATION REQUIRED OF THE FABRICATOR SUCH AS FIELDDIMENSIONS, ELEVATIONS, ETC. OTHERWISE THE SHOP DRAWINGS OR SUBMITTALS WILL BE REJECTEDUNTIL SUCH INFORMATION IS FURNISHED BY THE CONTRACTOR.1.15GENERAL BACKFILL SHALL BE COMPACTED TO 95% OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURECONTENT, ASTM D1557.1.16THE CONTRACTOR SHALL SET UP A PRE-CONSTRUCTION MEETING WITH THE ENGINEERING SERVICESDIVISION TO DISCUSS CONSTRUCTION REQUIREMENTS, SITE INSPECTIONS, ASSOCIATED FEES, SCHEDULES,ETC.2 MATERIAL SPECIFICATIONS:2.1MATERIALS NOT SPECIFIED HEREIN SHALL MEET OR EXCEED CONNECTICUT DEPARTMENT OFTRANSPORTATION (CTDOT) STANDARD SPECIFICATIONS FOR CONSTRUCTION.2.2GENERAL FILL SHALL BE A COMPACTABLE SAND OR GRAVEL REASONABLY FREE FROM LOAM, SILT, CLAYAND ORGANIC MATERIALS AND SHALL HAVE 0-20 PERCENT PASSING THE NO. 100 SIEVE AND 40-100 PERCENTPASSING THE NO. 4 SIEVE.2.3BANK RUN GRAVEL SHALL BE FREE FROM LOAM, SILT, CLAY AND ORGANIC MATERIALS AND SHALL HAVE 100PERCENT PASSING A 3 INCH SIEVE, 20-75 PERCENT PASSING A NO. 4 SIEVE, 0-12 PERCENT PASSING A NO. 100SIEVE AND 0-6 PERCENT PASSING A NO. 200 SIEVE.2.4CRUSHED BANK RUN GRAVEL SHALL BE FREE FROM LOAM, SILT, CLAY AND ORGANIC MATERIALS AND SHALLHAVE 100 PERCENT PASSING A 2 INCH SIEVE, 90-100 PERCENT PASSING A 112 INCH SIEVE 30-60 PERCENTPASSING A NO. 4 SIEVE, 0-12 PERCENT PASSING A NO. 100 SIEVE AND 0-6 PERCENT PASSING A NO. 200 SIEVE.ALL EROSION CONTROL MEASURES SHALL BE INSTALLED AND MAINTAINED IN ACCORDANCE WITH THECONNECTICUT GUIDELINES FOR SOIL EROSION AND SEDIMENTATION CONTROL.IF EROSION CONTROL MATTING IS USED ON SITE IT SHALL BE WOVEN ORGANIC MATERIAL (E.G. COCO MATTING)THE USE OF WELDED PLASTIC OR 'BIODEGRADABLE PLASTIC' NETTING IN EROSION CONTROL MATTING IS NOTPERMITTED.CATCH BASINS: CARE SHOULD BE TAKEN TO ENSURE THAT SEDIMENTS DO NOT ENTER CATCH BASINS DURINGEXCAVATION FOR PIPE TRENCHES, DITCHES AND SWALES. THE CONTRACTOR SHOULD PLACE NON-WOVENGEOTEXTILE FABRIC FOR INLET PROTECTION OVER INLETS IN AREAS OF SOIL DISTURBANCE, WHICH ARE SUBJECTTO SEDIMENT CONTAMINATION.PLACE INLET PROTECTION DEVICES, IN CATCH BASINS AND MAINTAIN UNTIL ALL CONSTRUCTION ACTIVITIES HAVECEASED AND THE SURROUNDING AREAS ARE WELL VEGETATED.ALL SWALES SHALL BE STABILIZED PRIOR TO DIRECTING RUNOFF INTO THEM.SCHEDULE OF WORKTHIS WORK IS ANTICIPATED TO BE PERFORMED IN FALL 2024. CONSTRUCTION IS ANTICIPATED TO BE COMPLETEDBY SPRING 2025.ADEQUATE MEASURES SHOULD BE TAKEN TO MINIMIZE AIR BORNE DUST PARTICLES ARISING FROM SOILDISTURBANCE AND CONSTRUCTION.·DISTURBANCE OF AREAS SHOULD BE MINIMIZED AND NOT EXCEED 43,560 SQUARE FEET IN AREA AT ANY ONETIME.·NO DISTURBED AREA SHOULD BE LEFT UNSTABILIZED FOR LONGER THAN TWO WEEKS DURING THE GROWINGSEASON.·PERMANENT EROSION CONTROL FEATURES SHOULD BE INCORPORATED INTO THE PROJECT AT THE EARLIESTPRACTICABLE TIME, AS SPECIFIED ON THE CONTRACT PLANS.·WITHIN 14 DAYS OF COMPLETING WORK IN AN AREA, AND PRIOR TO ANTICIPATED RAIN EVENTS, APPLYHAY/STRAW MULCH AND TACKIFIER ON ALL DISTURBED SOIL AREAS. APPLICATION RATES OF 2 TONS OFSTRAW OR HAY PER ACRE SHOULD BE USED TO PREVENT EROSION UNTIL VEGETATIVE COVER CAN BEESTABLISHED. ALTERNATIVELY, APPLY WOOD CHIPS OR GROUND BARK MULCH 2 TO 6 INCHES DEEP AT ARATE OF 10 TO 20 TONS PER ACRE.·WHEN EROSION IS LIKELY TO BE A PROBLEM, GRUBBING OPERATION SHOULD BE SCHEDULED ANDPERFORMED SUCH THAT GRADING OPERATION AND PERMANENT EROSION CONTROL FEATURES CAN FOLLOWIMMEDIATELY THEREAFTER.·AS WORK PROGRESSES, PATCH SEEDING AND MULCHING SHOULD BE DONE AS REQUIRED ON AREASPREVIOUSLY TREATED TO MAINTAIN OR ESTABLISH PROTECTIVE COVER.·REMOVE ACCUMULATED SEDIMENTS AND DEBRIS WHEN SEDIMENT CONTAINMENT DEVICES REACH 33%CAPACITY.EROSION CONTROL IMPLEMENTATION SCHEDULETHE FOLLOWING GENERAL SCHEDULE IDENTIFIES THE PROPOSED SOIL EROSION AND SEDIMENT CONTROL ANDSTORM WATER MANAGEMENT MEASURES THAT ARE TO BE IMPLEMENTED PRIOR TO AND DURING CONSTRUCTION:·PERFORM LIMITED GRUBBING, STRIPPING AND SITE GRADING ONLY AS NEEDED TO COMPLETE IMMEDIATEWORK GOALS.·BLOCK STORM WATER FLOW AS NECESSARY TO INSTALL ALL STORM WATER STRUCTURES IN THE DRY.·INSTALL PERMANENT STORM DRAIN SYSTEM.·INSTALL TEMPORARY SOIL STABILIZATION MEASURE INCLUDING SEED, MULCH, FERTILIZER, MATTING, ETC.·REDIRECT FLOWS INTO FINISHED STRUCTURES PRIOR TO FILL OPERATIONS.·PLACE HUMUS AND CONDUCT PERMANENT SEEDING AND MULCHING OF ALL DISTURBED GROUND.TEMPORARY STABILIZATION:EROSION CONTROL MEASURES SHALL BE IMPLEMENTED, AS WRITTEN HEREIN AND AS DEPICTED ON THEACCOMPANYING PLAN, FROM THE COMMENCEMENT OF CONSTRUCTION ACTIVITY UNTIL FINAL STABILIZATION ISCOMPLETE:TEMPORARY GRADING: TEMPORARY GRADING DURING CONSTRUCTION SHOULD BE PERFORMED IN SUCH AMANNER TO FACILITATE MAXIMUM INFILTRATION OF STORMWATER AND MINIMIZE OR ELIMINATE STORMWATERRUNOFF FROM THE SITE.MULCH: MULCHING WITH LOOSE HAY OR STRAW, AT A RATE OF 2 TONS PER ACRE, SHALL BE DONE IMMEDIATELYAFTER EACH AREA HAS BEEN FINAL GRADED. WHEN SEED FOR EROSION CONTROL IS SOWN PRIOR TO PLACINGTHE MULCH, THE MULCH SHOULD BE PLACED ON THE SEEDED AREAS WITHIN 48 HOURS AFTER SEEDING.TACKIFIER: PLACEMENT OF SOIL TACKIFIER HAS PROVEN TO BE AN EFFECTIVE METHOD OF PREVENTING SOIL ANDADHERING MULCH IN PLACE. THE PLACEMENT OF A SOIL TACKIFIER SHOULD BE PERFORMED IN ACCORDANCEWITH THE MANUFACTURERS SPECIFICATIONS AND SHOULD BE REAPPLIED AS NECESSARY TO CONTROL AIR BORNDUST AND SOIL, AND MULCH LOSS UNTIL PERMANENT VEGETATION IS ESTABLISHED.ROAD CLEANING: THE CONTRACTOR SHALL SWEEP ROADS DAILY, OR AS NEEDED TO MAINTAIN CLEAN PAVEDSURFACES AT ALL CONSTRUCTION ACCESS/EGRESS POINTS.DUST CONTROL: THE CONTRACTOR SHALL IMPLEMENT DUST CONTROL MEASURES AS NEEDED TO PREVENTAIRBORNE DUST PARTICLES FROM LEAVING THE SITE. DUST CONTROL MEASURES SHALL CONSIST OF USE OF AWATER TRUCK EQUIPPED WITH A SPRAY-BAR THAT DISSIPATES THE WATER EVENLY OVER THE SURFACE.PERMANENT STABILIZATION: GRASS, TREES, SHRUBS AND MULCHED PLANTING BEDS WILL BE CONSTRUCTED ANDMAINTAINED IN LOCATIONS AS SHOWN ON THE DRAWINGS TO STABILIZE AREAS NOT WITHIN THE PARKINGLOT/BUILDING FOOTPRINT. THE CONTRACTOR WILL BE RESPONSIBLE FOR EROSION AND SEDIMENT CONTROL FORONE YEAR AFTER COMPLETION.AN AREA SHALL BE CONSIDERED STABLE IF ONE OF THE FOLLOWING HAS OCCURRED:1.BASE COARSE GRAVELS HAVE BEEN INSTALLED IN AREAS TO BE PAVED;2.A MINIMUM OF 85% VEGETATED GROWTH HAS BEEN ESTABLISHED;3.A MINIMUM OF 3" OF NON-EROSIVE MATERIAL SUCH AS STONE OR RIP RAP HAS BEEN INSTALLED;4.EROSION CONTROL BLANKETS HAVE BEEN PROPERLY INSTALLED.ALL ROADWAYS/PARKING AREAS SHALL BE STABILIZED WITHIN 72 HOURS OF ACHIEVING FINISHED GRADE.EXCAVATION DEWATERING:SHOULD EXCAVATION DEWATERING BE REQUIRED, THE CONTRACTOR MUST INSURE THAT ANY EXCAVATIONDEWATERING DISCHARGES ARE NOT CONTAMINATED. NOTE: THE WATER IS CONSIDERED UNCONTAMINATED IFTHERE IS NO GROUNDWATER CONTAMINATION WITHIN 1,000 FEET OF THE DISCHARGE.THE CONTRACTOR MUST TREAT ANY UNCONTAMINATED EXCAVATION DEWATERING AS NECESSARY TO REMOVESUSPENDED SOLIDS AND TURBIDITY DURING CONSTRUCTION. THE DISCHARGES MUST BE SAMPLED AT ALOCATION PRIOR TO MIXING WITH STORM WATER OR STREAM FLOW AT LEAST ONCE PER WEEK DURING WEEKSWHEN DISCHARGES OCCUR. THE SAMPLES MUST BE ANALYZED FOR TOTAL SUSPENDED SOLIDS (TSS) AND MUSTMEET MONTHLY AVERAGE AND MAXIMUM DAILY TSS LIMITATIONS OF 50 MILLIGRAMS PER LITER (MG/L),RESPECTIVELY.SPECIFICATIONS FOR TEMPORARY AND PERMANENT SEEDING:GRASS SEED MIXES SHALL CONSIST OF THE MIXTURES AS DETAILED IN THE FOLLOWINGTABLES, WITH 98% PURITY:ALL PROPOSED POST-DEVELOPMENT VEGETATED AREAS WHICH DO NOT EXHIBIT A MINIMUM OF 85% VEGETATIVEGROWTH BY OCTOBER 15TH, OR WHICH ARE DISTURBED AFTER OCTOBER 15TH, SHALL BE STABILIZED BYSEEDING AND INSTALLING EROSION CONTROL BLANKETS ON SLOPES GREATER THAN 3:1, AND SEEDING ANDPLACING 3 TO 4 TONS OF MULCH PER ACRE ELSEWHERE. MULCH REMAINING IN THE SPRING SHALL BE REMOVEDAND REPLACED AT RATE OF 2 TONS PER ACRE. THE PLACEMENT OF EROSION CONTROL BLANKETS OR MULCHAND TACKIFIER SHALL NOT OCCUR OVER ACCUMULATED SNOW OR ON FROZEN GROUND.ALL DITCHES OR SWALES WHICH DO NOT EXHIBIT A MINIMUM OF 85% VEGETATIVE GROWTH BY OCTOBER 15TH,OR WHICH ARE DISTURBED AFTER OCTOBER 15TH, SHALL BE STABILIZED WITH STONE OR EROSION CONTROLBLANKETS APPROPRIATE FOR THE DESIGN FLOW CONDITIONS.1.PROJECT REQUIRES A TOWN SITE PLAN APPLICATION FOR THE PROPOSED SITE PLAN MODIFICATION1.CONSTRUCT TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO ANY EARTH MOVINGOPERATIONS. INSPECT EROSION AND SEDIMENT CONTROL MEASURES WEEKLY AND WITHIN 24 HOURS OFANY SIGNIFICANT RAINFALL EVENT (1/2" OF RAIN OR MORE). PERFORM ANY NEEDED MAINTENANCE ANDSTABILIZATION AS NEEDED.2.DISTURBANCES OF AREAS SHALL BE MINIMIZED. NO DISTURBED AREA SHALL BE LEFT UNSTABILIZED FORLONGER THAN TWO WEEKS DURING THE GROWING SEASON. AREAS WHICH WILL NOT BE PERMANENTLYSEEDED WITHIN TWO WEEKS OF DISTURBANCE SHALL BE TEMPORARILY SEEDED AND MULCHED. ALL AREASSHALL BE STABILIZED WITH SEED MULCH AND TACKIFIER WITHIN 72 HOURS OF ACHIEVING FINISHED GRADEAND PRIOR TO THE END OF THE GROWING SEASON.3.PERFORM GRADING AND EXCAVATION OF REVISED INFILTRATION POND AND INSTALL DRAINAGE OUTLETCONTROL STRUCTURE IN ACCORDANCE WITH THE PLANS AND DETAILS.4.CONDUCT ALL UNDERGROUND UTILITY STRUCTURE AND PIPING INSTALLATION, BACKFILL, AND COMPACTING.5.PLACE, GRADE, AND STABILIZE DISTURBED AREAS WITH TEMPORARY SEEDING AND MULCHING.6.ALL DISTURBED SOILS SHALL BE STABILIZED, LOAMED, SEEDED, AND MULCHED.7.COMPLETE PERMANENT SEEDING AND LANDSCAPING IN ACCORDANCE WITH THE LANDSCAPE DESIGN ANDDETAILS.8.SWEEP COMPLETED PAVEMENT AND CLEAN OUT CATCH BASINS AND DRAINAGE PIPES DURINGCONSTRUCTION CLOSE-OUT PROCEDURES. PROPERLY DISPOSE OF COLLECTED SEDIMENT AND DEBRIS.9.REMOVE TEMPORARY EROSION CONTROL MEASURES AND PROPERLY DISPOSE OF FOLLOWINGCONSTRUCTION AND ONCE FULL GROUND COVER HAS BEEN ESTABLISHED.1.CONTRACTOR SHALL BE RESPONSIBLE FOR ANY COORDINATION WITH SUBCONTRACTORS AS REQUIRED TOACCOMPLISH PLANTING OPERATIONS.2.LANDSCAPING CONTRACTOR SHALL RECEIVE SITE GRADE TO +/- 0.10 FOOT.3.ALL TREES OF THE SAME SPECIES AND SIZE SHALL HAVE MATCHING HEIGHT AND FORM UNLESS OTHERWISENOTED ON THE PLANS.4.ALL PLANT MATERIALS AND FINAL LOCATION OF ALL PLANT MATERIALS SHALL BE SUBJECT TO THEAPPROVAL OF THE OWNER'S REPRESENTATIVE PRIOR TO INSTALLATION.5.IF CONFLICTS ARISE BETWEEN SIZE OF AREAS AND PLANS, CONTRACTOR SHALL CONTACT OWNERSREPRESENTATIVE FOR IMMEDIATE RESOLUTION. FAILURE TO MAKE SUCH CONFLICTS KNOWN TO THEOWNER'S REPRESENTATIVE WILL RESULT IN CONTRACTORS LIABILITY TO RELOCATE THE MATERIALS.6.CONTRACTOR SHALL FURNISH PLANT MATERIALS FREE OF PESTS OR PLANT DISEASES. PRE-SELECTED OR"TAGGED" MATERIAL MUST BE INSPECTED BY THE CONTRACTOR AND CERTIFIED AS PEST AND DISEASEFREE. IT IS THE CONTRACTORS OBLIGATION TO WARRANTY ALL PLANT MATERIALS.7.ALL GROUND COVERS SHALL BE TRIANGULARLY SPACED UNLESS OTHERWISE NOTED.8.CONTRACTOR SHALL BE RESPONSIBLE FOR REPLACEMENT OF ANY EXISTING MATERIALS DAMAGED DURINGPLANTING OPERATIONS.9.ALL LANDSCAPE AREAS SHALL BE COVERED WITH 2-INCHES OF ORGANIC BARK MULCH UNLESS OTHERWISENOTED.10.AREAS SHOWN AS GROUND COVER AT THE BASE OF TREE AND SHRUB MATERIALS MUST CONFORM TO THEFOLLOWING CRITERIA. THERE SHALL BE NO GROUND COVER PLANT MATERIAL AT THE BASE OF THE TREEOR SHRUB AS FOLLOWS: A) 4-FOOT RADIUS AROUND EVERGREEN TREES; B) 3-FOOT RADIUS AROUNDDECIDUOUS TREES; AND C) 2-FOOT RADIUS AROUND LARGE SHRUBS.11.FINAL PLACEMENT OF ALL PLANT MATERIALS SHALL BE SUBJECT TO APPROVAL OF OWNER'SREPRESENTATIVE PRIOR TO FINAL PLACEMENT AND BACKFILL. CONTACT OWNER'S REPRESENTATIVE24-HOURS PRIOR TO PLACEMENT FOR APPROVAL.12.ALL DISTURBED AREAS, UNLESS OTHERWISE NOTED, TO BE LOAM, SEEDED, AND MULCHED.501500STANDARD ABBREVIATIONSCONSTRUCTION FENCE /LIMIT OF DISTURBANCEWSOC.O.HYDTSED496.88SILT CURTAINBCC-BITUMINOUS CONCRETE CURBVGC-VERTICAL GRANITE CURBSGC-SLOPED GRANITE CURBCCC-CAST-IN-PLACE CONCRETE CURBPCC-PRECAST CONCRETE CURBICC-INTEGRAL CONCRETE CURBRCC-REINFORCED CONCRETE CURBBCP-BITUMINOUS CONCRETE PAVEMENTGRV-GRAVEL DRIVE SURFACEPCS-PORTLAND CEMENT CONCRETE SIDEWALKBCS-BITUMINOUS CONCRETE SIDEWALKCB-CATCH BASINDMH-DRAINAGE MANHOLESMH-SEWER MANHOLEGASWMWUNDERGROUND UTILITY& ELECTRICPROPOSEDPROPERTY LINEEASEMENT LINERIGHT OF WAY LINEZONING SETBACK LINEZONING BOUNDARYTOWN LINESOIL TYPE BOUNDARYMAJOR CONTOURMINOR CONTOURBUILDINGSBUILDING OVERHANGEDGE OF PAVEMENTCURBEDGE OF GRAVELTRAILSTONE WALLEDGE OF WETLANDSWETLAND / SHORELINEBUFFEREDGE OF WATERFLOOD PLAIN BOUNDARYTREE LINEROADWAY CENTERLINEABUTTER'S PROPERTY LINEOVERHEAD UTILITY & ELECTRICDITCH LINECONCRETE PADBARBED WIRE FENCECHAIN LINK FENCEWOOD RAILGUARDRAILSTORM DRAIN LINESEWER LINEFORCE MAIN LINEWATER LINEGAS LINESTEAM LINEFIRE WATER LINEUNDERGROUND ELECTRICOVERHEAD ELECTRICUNDERGROUND UTILITYOVERHEAD UTILITYCOFFER DAMSIGNLIGHTSMONITORING WELLSBORING LOCATIONSTEST PITSSPOT GRADESCATCH BASINSCLEAN OUTSDRAINAGE MANHOLESELECTRIC PADS/ HANDHOLDSGATES VALVES (WATER)GATES VALVES (GAS)HYDRANTSSEWER MANHOLESTELEPHONE/ UTILITY PADS & VAULTSUTILITY POLESPOTABLE WATER WELLSWATER SHUT OFFSGUY POLESGUY WIRESCATCH BASIN SEDIMENT TRAPSHAY BALESSTONE CHECK DAMSTONE INLET PROTECTIONDECIDUOUS TREESEVERGREEN TREESCONCRETE BOUNDARY MONUMENTIRON ROD/ PIPE BOUNDARY MONUMENTMAILBOXSTONE LININGEROSION CONTROL MATTINGSNOW STORAGE AREASSILT FENCEWSOSHYD EDC.O.500501MWGAS496.88WTEXISTINGLEGENDSHRUBB-#TP-#B-#TP-# WUGEMAP 46 LOT 25TONY'S TURTLE GAS LLC779 JOHN FITCH BLVDSOUTH WINDSOR, CT 06074S MAP 46 LOT 34CUSSON ENTERPRISES, LLC29 MASCOLO ROADSOUTH WINDSOR, CT 06074MAP 46 LOT 27-2729 JOHN FITCH BOULEVARD LLC735 JOHN FITCH BOULEVARDSOUTH WINDSOR, CT 06074VOL. 1953 PG. 58MAP 46 LOT 24STORE CAPITAL ACQUISITIONS LLC105 NUTMEG ROAD SSOUTH WINDSOR, CT 06074MAP 46 LOT 2385 NUTMEG ROAD SOUTH LLC64 AMANDA WAYTOLLAND, CT 06084MAP 46 LOT 33CUSSON ENTERPRISES LLC29 MASCOLO ROADSOUTH WINDSOR, CT 06074MAP 46 LOT 28-3729 JOHN FITCH BOULEVARD LLC735 JOHN FITCH BOULEVARDSOUTH WINDSOR, CT 06074MAP 46 LOT 30JP REALTY LLC701 JOHN FITCH BOULEVARDSOUTH WINDSOR, CT 06074MAP 45 LOT 11THE JE SHEPARD COMPANYPO BOX 415E WINDSOR HILL, CT 06028MAP 45 LOT 10THE JE SHEPARD COMPANYPO BOX 415E WINDSOR HILL, CT 06028MAP 45 LOT 9HAROLD M NEWBERRY III32 NATHAN CUTLER DRIVEBEDFORD, NH 03110MAP 45 LOT 8THE JE SHEPARD COMPANYPO BOX 415E WINDSOR HILL, CT 06028MAP 46 LOT 36PRIYAL KUMAR GARALA110 OAK RIDGE DRIVEWINDSOR LOCKS, CT 06096MAP 45 LOT 35MASCOLO ROAD REALTY LLC36 MASCOLO ROADSOUTH WINDSOR, CT 060742 HOME AVENUE CONCORD, NH 03301603-369-4190www.wilcoxandbarton.comSCALEDATEDRAFTED BYCHECKED BYPROJECT MGRKADAJMDLFMCDS0022SHEET NO.DRAWING TITLESITEOWNERISSUED FORALL DOCUMENTS PREPARED BY WILCOX & BARTON, INC. AREINSTRUMENTS OF SERVICE IN RESPECT OF THE PROJECT. THEY ARE NOTINTENDED OR REPRESENTED TO BE SUITABLE FOR REUSE BY OWNER OROTHERS. ANY REUSE WITHOUT WRITTEN VERIFICATION OR ADAPTATIONBY WILCOX & BARTON, INC. FOR THE SPECIFIC PURPOSE INTENDED WILLBE AT OWNER'S SOLE RISK AND WITHOUT LIABILITY OR LEGAL EXPOSURETO WILCOX & BARTON, INC. OWNER SHALL INDEMNIFY AND HOLDHARMLESS WILCOX & BARTON, INC. FROM ALL CLAIMS, DAMAGES,LOSSES AND EXPENSES ARISING OUT OF OR RESULTING THEREFROM.MCDONALD'SCORPORATION110 N. Carpenter St.Chicago, IL 60607REVISION HISTORY1.REVISED IN RESPONSE TO IWA COMMENTS (09/20/2024).2.REVISED IN RESPONSE TO TOWN STAFF COMMENTS (10/04/2024, DLF).PROJECT NO.OF08MCDONALD'S769 JOHN FITCH BLVDSOUTH WINDSOR, CTMAP 46 LOT 2608/16/2024ENGINEER: ALAN J. MCLEVYCT P.E. #27841PLAN NOTES:1.EXISTING CONDITIONS, TOPOGRAPHICAL INFORMATION, NORTHORIENTATION, WETLAND DELINEATION, AND COORDINATE VALUESDEPICTED ON THESE DRAWINGS ARE BASED ON PLANS PREPAREDFOR CUSSON AUTOMOTIVE, INC., BY J.R. RUSSO & ASSOCIATES,LLC AND PROVIDED TO WILCOX & BARTON, INC. BY J.R. RUSSO &ASSOCIATES, LLC.2.SEE SHEET C0.2 NOTES AND LEGEND FOR PROJECT LEGEND ANDGENERAL NOTES1" = 100'C1.1EXISTING CONDITIONSPLAN03 MAP 46 LOT 26MCDONALD'S CORPORATION(GC-ZONE)VOL. 436 PG. 385WWWWApprox. location ofunderground utilitiesConc.padUGEUGE779 JOHN FITCH BLVDSOUTH WINDSOR, CT 06074Edge of bit.curb (typ)GateBrick wall &dumpster enclosureDumpsterHedgesS S S SDrainage easement in favor ofMcdonald's CorporationVol. 436 pg. 385Riprap gutterMAP 46 LOT 34CUSSON ENTERPRISES, LLC29 MASCOLO ROADSOUTH WINDSOR, CT 06074MAP 46 LOT 27-2729 JOHN FITCH BOULEVARD LLC735 JOHN FITCH BOULEVARDSOUTH WINDSOR, CT 06074VOL. 1953 PG. 58MAP 46 LOT 33CUSSON ENTERPRISES LLC29 MASCOLO ROADSOUTH WINDSOR, CT 06074MAP 46 LOT 28-3729 JOHN FITCH BOULEVARD LLC735 JOHN FITCH BOULEVARDSOUTH WINDSOR, CT 06074MAP 46 LOT 30JP REALTY LLC701 JOHN FITCH BOULEVARDSOUTH WINDSOR, CT 06074MAP 45 LOT 35MASCOLO ROAD REALTY LLC36 MASCOLO ROADSOUTH WINDSOR, CT 06074RELOCATED SAND FILTER BASIN-1SEE SHEET C4.1 FOR DETAILSINV.OUT= 56.0'DDDD15" HDPE S= 0.005 FT/FTDDDD18" HDPES= 0.005 FT/FTDDDDD15" HDPE S= 0.005 FT/FTDD N- DMH 101RIM= 66.41'15" INV IN= 58.10'15" INV OUT= 58.00'DN- DMH 100RIM= 66.62'15" INV IN= 58.29'15" INV OUT= 58.20'N- DMH 102RIM= 70.08'15" INV IN= 57.00'18" INV OUT= 56.90'DD20' Drainage Easement6" PVC UNDERDRAINSEE DETAIL SHEET C5.1UGUUGUUGUUGUUGUPROPOSED REROUTING OF BURIED ELECTRIC,TO BE COORDINATED WITH CUSSON CIVIL ENGINEERSTONE OUTLET PROTECTION12' LONG11.75' WIDESEE DETAIL SHEET C5.16562636465 64 656561 62 6363646466C.O.LIMITS OF CLEARING, TYPPROPOSEDOBSERVATIONPOINT/CLEAN OUT20' Drainage EasementEX. CHAINLINK FENCETO BE REMOVEDPROPOSED 6' CHAINLINK FENCEFUTURE 20' DRIVEWAYDN- OCSRIM= 64.00'15" INV OUT= 59.40'SILT FENCE (TYP.)PROVIDE SILT FENCES AT ALLLIMITS OF DISTURBANCEDOWN GRADE OF CONSTRUCTIONSEE SHEET C5.2 FOR DETAILSSTONE INLET PROTECTION (TYP.)CONTRACTOR TO PROVIDE INLETPROTECTION AROUND ALL CATCH BASINSSEE SHEET C5.2 FOR DETAILSSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFINSTALL EROSION BLANKET ONTHE POND SLOPESSEE SHEET C5.2 FOR DETAILS62 63 65.465.5SEDIMENT FOREBAYEXTEND STONE LINING TOBOTTOM OF BASIN,SEE DETAIL SHEET C5.12 HOME AVENUE CONCORD, NH 03301603-369-4190www.wilcoxandbarton.comSCALEDATEDRAFTED BYCHECKED BYPROJECT MGRKADAJMDLFMCDS0022SHEET NO.DRAWING TITLESITEOWNERISSUED FORALL DOCUMENTS PREPARED BY WILCOX & BARTON, INC. AREINSTRUMENTS OF SERVICE IN RESPECT OF THE PROJECT. THEY ARE NOTINTENDED OR REPRESENTED TO BE SUITABLE FOR REUSE BY OWNER OROTHERS. ANY REUSE WITHOUT WRITTEN VERIFICATION OR ADAPTATIONBY WILCOX & BARTON, INC. FOR THE SPECIFIC PURPOSE INTENDED WILLBE AT OWNER'S SOLE RISK AND WITHOUT LIABILITY OR LEGAL EXPOSURETO WILCOX & BARTON, INC. OWNER SHALL INDEMNIFY AND HOLDHARMLESS WILCOX & BARTON, INC. FROM ALL CLAIMS, DAMAGES,LOSSES AND EXPENSES ARISING OUT OF OR RESULTING THEREFROM.MCDONALD'SCORPORATION110 N. Carpenter St.Chicago, IL 60607REVISION HISTORY1.REVISED IN RESPONSE TO IWA COMMENTS (09/20/2024).2.REVISED IN RESPONSE TO TOWN STAFF COMMENTS (10/04/2024, DLF).PROJECT NO.OF08MCDONALD'S769 JOHN FITCH BLVDSOUTH WINDSOR, CTMAP 46 LOT 2608/16/2024ENGINEER: ALAN J. MCLEVYCT P.E. #27841PLAN NOTES:1.EXISTING CONDITIONS, TOPOGRAPHICAL INFORMATION, NORTHORIENTATION, WETLAND DELINEATION AND COORDINATE VALUESDEPICTED ON THESE DRAWINGS ARE BASED ON PLANS PREPAREDFOR CUSSON AUTOMOTIVE, INC., BY J.R. RUSSO & ASSOCIATES,LLC AND PROVIDED TO WILCOX & BARTON, INC. BY J.R. RUSSO &ASSOCIATES, LLC.2.BUILDING FOOTPRINT SITE DEVELOPMENT ON ADJACENT PARCELOWNED BY CUSSON AUTOMOTIVE, INC PROVIDED TO WILCOX &BARTON, INC. BY J.R. RUSSO & ASSOCIATES, LLC.3.SEE SHEET C0.2 NOTES AND LEGEND FOR PROJECT LEGEND ANDGENERAL NOTES1" = 40'C1.2SITE PLAN04ZONING NOTES:MAP/BLOCK/LOTMAP 46, LOT 26PROPERTY ADDRESS769 JOHN FITCH BLVDOWNERMCDONALD'S CORPORATIONDEED REGISTRATIONVOL 436 PG 385ZONEGENERAL COMMERCIALFACILITY USERESTAURANTGENERAL COMMERCIAL ZONE EXISTING PROPOSEDMIN AREA: 30,000 SF50,100 SF50,100 SFMAX IMP. COVER: 32,600 SF (65%)31,800 SF31,800 SF P-DrainHoriz Scale: 1" = 10'Vert Scale: 1" = 10'40455055606570758085404550556065707580850+001+002+002+500+000+250+500+751+001+251+501+752+002+252+50STA: 0+08.98 0.00N- OCSRIM= 64.00'15" INV OUT= 59.40'STA: 2+31.62 0.05RN- DMH 100RIM= 66.62'15" INV IN= 58.29'15" INV OUT= 58.20'RELOCATED INFILTRATION BASIN-1SEE SHEET C4.1 FOR DETAILS15" HDPES= 0.006 FT/FTEXISTING GRADEPROPOSED REROUTINGOF BURIED ELECTRICPROPOSED SEWER FMPROPOSED WATER15" HDPES= 0.005 FT/FTP-DrainHoriz Scale: 1" = 10'Vert Scale: 1" = 10'40455055606570758085404550556065707580854+255+006+006+614+254+504+755+005+255+505+756+006+256+506+61STA: 4+47.27 -0.04LN- DMH 102RIM= 70.08'15" INV IN= 57.00'18" INV OUT= 56.90'EXISTING GRADESTONE OUTLET PROTECTIONSEE DETAIL SHEET C5.1EDGE OF WETLAND18" HDPES= 0.005 FT/FTP-DrainHoriz Scale: 1" = 10'Vert Scale: 1" = 10'40455055606570758085404550556065707580852+253+004+004+752+252+502+753+003+253+503+754+004+254+504+75STA: 2+31.62 0.05RN- DMH 100RIM= 66.62'15" INV IN= 58.29'15" INV OUT= 58.20'STA: 2+52.33 0.00N- DMH 101RIM= 66.41'15" INV IN= 58.10'15" INV OUT= 58.00'STA: 4+47.27 -0.04LN- DMH 102RIM= 70.08'15" INV IN= 57.00'18" INV OUT= 56.90'15" HDPES= 0.006 FT/FT15" HDPES= 0.005 FT/FTEXISTING GRADE2 HOME AVENUE CONCORD, NH 03301603-369-4190www.wilcoxandbarton.comSCALEDATEDRAFTED BYCHECKED BYPROJECT MGRKADAJMDLFMCDS0022SHEET NO.DRAWING TITLESITEOWNERISSUED FORALL DOCUMENTS PREPARED BY WILCOX & BARTON, INC. AREINSTRUMENTS OF SERVICE IN RESPECT OF THE PROJECT. THEY ARE NOTINTENDED OR REPRESENTED TO BE SUITABLE FOR REUSE BY OWNER OROTHERS. ANY REUSE WITHOUT WRITTEN VERIFICATION OR ADAPTATIONBY WILCOX & BARTON, INC. FOR THE SPECIFIC PURPOSE INTENDED WILLBE AT OWNER'S SOLE RISK AND WITHOUT LIABILITY OR LEGAL EXPOSURETO WILCOX & BARTON, INC. OWNER SHALL INDEMNIFY AND HOLDHARMLESS WILCOX & BARTON, INC. FROM ALL CLAIMS, DAMAGES,LOSSES AND EXPENSES ARISING OUT OF OR RESULTING THEREFROM.MCDONALD'SCORPORATION110 N. Carpenter St.Chicago, IL 60607REVISION HISTORY1.REVISED IN RESPONSE TO IWA COMMENTS (09/20/2024).2.REVISED IN RESPONSE TO TOWN STAFF COMMENTS (10/04/2024, DLF).PROJECT NO.OF08MCDONALD'S769 JOHN FITCH BLVDSOUTH WINDSOR, CTMAP 46 LOT 2608/16/2024ENGINEER: ALAN J. MCLEVYCT P.E. #278411" = 10'C2.1DRAIN PROFILES05PLAN NOTES:1.REFER TO OUTLET CONTROL STRUCTURE DETAIL ON SHEET C4.1. Pond Section A-AHoriz Scale: 1" = 20'Vert Scale: 1" = 20'5055606570755055606570750+001+001+720+000+250+500+751+001+251+501+72SAND FILTERSEE DETAIL SHEET C5.12-YR PEAKELEVATION = 62.97'100-YR PEAKELEVATION = 64.32'(TOP OF BERM =65.0')EXISTING GRADEFINISHED GRADE10-YR PEAKELEVATION = 63.87'WQV = 62.5'50-YR PEAKELEVATION = 64.25'FINISHED GRADEPOND BOTTOM = 62.0' (TYP.)25-YR PEAKELEVATION = 64.14'Pond Section B-BHoriz Scale: 1" = 20'Vert Scale: 1" = 20'50556065707580505560657075800+001+001+100+000+250+500+751+001+102-YR PEAKELEVATION = 62.97'100-YR PEAKELEVATION = 64.32'(TOP OF BERM = 65.0')EXISTING GRADEFINISHED GRADEPOND BOTTOM = 62.0'10-YR PEAKELEVATION = 63.87'WQV = 62.5'SAND FILTERSEE DETAIL SHEET C5.150-YR PEAKELEVATION = 64.25'25-YR PEAKELEVATION = 64.14'Pond Section C-CHoriz Scale: 1" = 10'Vert Scale: 1" = 10'50556065707580505560657075800+000+700+000+250+500+702-YR PEAKELEVATION = 62.97'100-YR PEAKELEVATION = 64.32'(TOP OF BERM = 65.0')EXISTING GRADE10-YR PEAKELEVATION = 63.87'WQv = 62.5'FINISHED GRADEPOND BOTTOM = 62.0'TOP OF BERM= 65.0'50-YR PEAKELEVATION = 64.25'25-YR PEAK ELEVATION = 64.14'15" HDPE OUTLETINV OUT= 59.4'TOP OF OUTLET CONTROLSTRUCTURE= 64.25'4" CONCRETE BAFFLETOP OF BAFFLE= 64.0'2" ORIFICEINV IN= 62.50'6' Ø REINFORCE CONCRETEMANHOLE BASE AND RISERBOTTOM OF STRUCTURE= 59'TRASH RACK, SEEDETAIL THIS SHEETINTERIOR TRASH RACKSEE DETAIL SHEET C5.16" PVC UNDER DRAININV IN= 59.5'15" HDPE OUTLETINV OUT= 59.4'INTERIOR TRASH RACKSEE DETAIL SHEET C5.1TOP OF OUTLET CONTROLSTRUCTURE= 64.5'4" CONCRETETOP OF BAFFLE= 64.25'6" PVC UNDER DRAININV IN= 59.5'INSTALL 4" PVC PIPE AND BALL VALVETHROUGH 4" BAFFLE, NORMALLY CLOSEDINV= 61.0'99°DDDDDDDDDDAABBCCUGU UGU UGU UGU UGU UGU UGU UGU UGU UGU 6 5 62 63 64 656465 6561 6263 63 64 64 66 C.O.LIMITS OF CLEARING, TYPPROPOSED OBSERVATIONPOINT/CLEAN OUTFUTURE 20' DRIVEWAYDN- OCSRIM= 64.00'15" INV OUT= 59.40'626365.465.5SEDIMENT FOREBAYEXTEND STONE LINING TO BOTTOM OF BASIN,SEE DETAIL SHEET C5.12 HOME AVENUE CONCORD, NH 03301603-369-4190www.wilcoxandbarton.comSCALEDATEDRAFTED BYCHECKED BYPROJECT MGRKADAJMDLFMCDS0022SHEET NO.DRAWING TITLESITEOWNERISSUED FORALL DOCUMENTS PREPARED BY WILCOX & BARTON, INC. AREINSTRUMENTS OF SERVICE IN RESPECT OF THE PROJECT. THEY ARE NOTINTENDED OR REPRESENTED TO BE SUITABLE FOR REUSE BY OWNER OROTHERS. ANY REUSE WITHOUT WRITTEN VERIFICATION OR ADAPTATIONBY WILCOX & BARTON, INC. FOR THE SPECIFIC PURPOSE INTENDED WILLBE AT OWNER'S SOLE RISK AND WITHOUT LIABILITY OR LEGAL EXPOSURETO WILCOX & BARTON, INC. OWNER SHALL INDEMNIFY AND HOLDHARMLESS WILCOX & BARTON, INC. FROM ALL CLAIMS, DAMAGES,LOSSES AND EXPENSES ARISING OUT OF OR RESULTING THEREFROM.MCDONALD'SCORPORATION110 N. Carpenter St.Chicago, IL 60607REVISION HISTORY1.REVISED IN RESPONSE TO IWA COMMENTS (09/20/2024).2.REVISED IN RESPONSE TO TOWN STAFF COMMENTS (10/04/2024, DLF).PROJECT NO.OF08MCDONALD'S769 JOHN FITCH BLVDSOUTH WINDSOR, CTMAP 46 LOT 2608/16/2024ENGINEER: ALAN J. MCLEVYCT P.E. #278411" = 20'C4.1POND PROFILE ANDSECTIONS06POND OUTLET CONTROL STRUCTURE:N.T.S.PLAN NOTES:1.SEE DETAIL SHEET FOR OUTLET CONTROL STRUCTURE ELEVATIONINFORMATION.TRASH RACK#5 REBAR WELDED 6" O.C.E.W.TRASH RACK 2 HOME AVENUE CONCORD, NH 03301603-369-4190www.wilcoxandbarton.comSCALEDATEDRAFTED BYCHECKED BYPROJECT MGRKADAJMDLFMCDS0022SHEET NO.DRAWING TITLESITEOWNERISSUED FORALL DOCUMENTS PREPARED BY WILCOX & BARTON, INC. AREINSTRUMENTS OF SERVICE IN RESPECT OF THE PROJECT. THEY ARE NOTINTENDED OR REPRESENTED TO BE SUITABLE FOR REUSE BY OWNER OROTHERS. ANY REUSE WITHOUT WRITTEN VERIFICATION OR ADAPTATIONBY WILCOX & BARTON, INC. FOR THE SPECIFIC PURPOSE INTENDED WILLBE AT OWNER'S SOLE RISK AND WITHOUT LIABILITY OR LEGAL EXPOSURETO WILCOX & BARTON, INC. OWNER SHALL INDEMNIFY AND HOLDHARMLESS WILCOX & BARTON, INC. FROM ALL CLAIMS, DAMAGES,LOSSES AND EXPENSES ARISING OUT OF OR RESULTING THEREFROM.MCDONALD'SCORPORATION110 N. Carpenter St.Chicago, IL 60607REVISION HISTORY1.REVISED IN RESPONSE TO IWA COMMENTS (09/20/2024).2.REVISED IN RESPONSE TO TOWN STAFF COMMENTS (10/04/2024, DLF).PROJECT NO.OF08MCDONALD'S769 JOHN FITCH BLVDSOUTH WINDSOR, CTMAP 46 LOT 2608/16/2024ENGINEER: ALAN J. MCLEVYCT P.E. #27841N.T.S.C5.107CONSTRUCTIONDETAILS 4' DIAMETER12" MINIMUM COMPACTED GRANULARBACKFILL FOR STRUCTURES, GRAVELFOR SUBBASE, 1 12" STONEUNDISTURBED MATERIALREINFORCED PRECASTCONCRETE BASEFLEXIBILE MANHOLE SLEEVEAT ALL PIPE OPENINGSREINFORCED CONCRETEMANHOLE RISERWATERTIGHT JOINT USINGBITUMASTIC SEALANT ORRUBBER BASKETREINFORCED PRECAST CONCRETEMANHOLE RISER.30" ROUND FRAME & COVER, MARKEDDRAINADJUST TO GRADE WITH PRECASTCONCRETE GRADE RING ORMORTARED BRICK MASONARY(3 BRICK COURSES MAXIMUM)NOTES:1) ALL MANHOLES SHALL BE DESIGNED FOR H-20 WHEEL LOADS.2) WHEN MANHOLE DEPTH IS LESS THAN 6FEET, A FLAT REINFORCEDCONCRETE COVER WITH AN ECCENTRIC OPENING AND CAPABLE OF H-20WHEEL LOADS MAY BE USED.DRAINAGE MANHOLENOT TO SCALEINLET PIPEOUTLETPIPEMANHOLE LADDER1'18" MAXEARTHPAVEMENTTYPICAL DRAINAGE PIPE TRENCH DETAILSLOPE TRENCH SIDES AT 2:1 WHENDEPTH EXCEEDS 5'COMMON FILL FREE OF ORGANIC OR FROZEN MATERIAL.COMPACTED TO 95% DENSITY STANDARD PROCTOR UNDERROADS OR PAVED SURFACES, AND 90% DENSITY ELSEWHEREWHERE MINIMUM COVER CAN NOT BE MAINTAINED ANDWHERE SPECIFIED COVER PIPE WITH 2" RIGIDINSULATION. PLACE INSULATION AT ALL ROAD/WALKWAYCROSSINGS. EXTEND INSULATION 10' BEYOND ROAD INBOTH DIRECTIONS. WHEN SPECIFIED AT PIPECROSSINGS, INSULATION SHALL EXTEND 4' EACHDIRECTION OF THE CROSSING ALONG TO PIPE TOBE PROTECTED.34" CRUSHED STONE BEDDING6"6"NOT TO SCALESEE WALK OR PAVEMENT SECTIONFOR SUBBASE AND PAVING REQUIREMENTSNON-WOVENGEOTEXTILE FABRICREQUIRED-ALL SIDES3/4" TO 1 1/2" STONE6" PVCPERFORATEDUNDERDRAINUNDERDRAIN SECTIONNOT TO SCALE6" OF 1 12" CRUSHEDSTONE6"6"6"3" MIN6" MAX2' STUB6" SDR 35 PVCUNDERDRAIN CLEANOUTNOT TO SCALEPIPE GRIPPERPLUGGRADECAST IRONFRAME &COVER6" SDR 35PERFORATEDUNDERDRAIN45° ELBOW45° ELBOWAABBNOTES:1.THE SUBGRADE FOR THE GEOTEXTILE FABRIC AND RIPRAP SHALL BE PREPARED TO THE LINESAND GRADES SHOWN ON THE PLANS.2.THE RIP RAP SHALL CONFORM TO THE SPECIFIED GRADATION.3.GEOTEXTILE FABRICS SHALL BE PROTECTED FROM PUNCTURE OR TEARING DURING THEPLACEMENT OF THE ROCK RIP RAP. DAMAGED AREAS IN THE FABRIC SHALL BE REPAIRED BYPLACING A PIECE OF FABRIC OVER THE DAMAGED AREA OR BY COMPLETE REPLACEMENT OFTHE FABRIC. ALL OVERLAPS REQUIRED FOR REPAIRS OR JOINING TWO PIECES OF FABRICSHALL BE A MINIMUM OF 12 INCHES.4.STONE FOR THE RIP RAP MAY BE PLACED BY EQUIPMENT AND SHALL BE CONSTRUCTED TOTHE FULL LAYER THICKNESS IN ONE OPERATION AND IN SUCH A MANNER AS TO PREVENTSEGREGATION OF THE STONE SIZES.5.OUTLETS TO A DEFINED CHANNEL SHALL HAVE 2:1 OR FLATTER SIDE SLOPES AND SHOULDBEGIN AT THE TOP OF THE CULVERT AND TAPER DOWN TO THE CHANNEL BOTTOM THROUGHTHE LENGTH OF THE APRON..6.MAINTENANCE: THE OUTLET PROTECTION SHOULD BE CHECKED AT LEAST ANNUALLY ANDAFTER EVERY MAJOR STORM. IF THE RIP RAP HAS BEEN DISPLACED, UNDERMINED ORDAMAGED, IT SHOULD BE REPAIRED IMMEDIATELY. THE CHANNEL IMMEDIATELY BELOW THEOUTLET SHOULD BE CHECKED TO SEE THAT EROSION IS NOT OCCURRING. THE DOWNSTREAMCHANNEL SHOULD BE KEPT CLEAR OF OBSTRUCTIONS SUCH AS FALLEN TREES, DEBRIS ANDSEDIMENT THAT COULD CHANGE FLOW PATTERNS AND/OR TAILWATER DEPTHS ON THE PIPES.REPAIRS MUST BE CARRIED OUT IMMEDIATELY TO AVOID ADDITIONAL DAMAGE TO OUTLETPROTECTION.RIP RAP OUTLET PROTECTION APRONNOT TO SCALE3 d0d011'12'GEOTEXTILE FABRIC (AMOCO #2006OR EQUIVALENT) TO BE PLACEDBETWEEN RIP RAP AND SOIL (TYP)6" SAND FILTER TO BE PLACEDBELOW THE GEOTEXTILE FOR THEFULL EXTENT OF THE APRON (TYP)SECTION B-BPIPE OUTLET TOWELL-DEFINED CHANNELSECTION A-APIPE OUTLET TO FLAT AREAWITH NO DEFINED CHANNEL4"18"12"1.5"NOT TO SCALEINTERIOR TRASH RACKEXPANDEDMETAL12"DIA. HOLES(TYPICAL OF 4)NOTE:1)TRASH RACK COATED WITH COLD GALVANIZEDSPRAY2)TRASH RACK TO BE AFFIXED TO CONCRETE BAFFLEWITH STAINLESS STEEL FASTENERS6"LOWER ORIFICELOCATIONPIPEINITIAL 12" OF CRUSHED GRAVEL FREEOF ORGANIC OR FROZEN MATERIALCOMPACTED TO 95% DENSITYSTANDARD PROCTOR12'SAND FILTER SECTION VIEW DETAILNOT TO SCALEUNDISTURBED NATIVE SOILIMPERMEABLE LINER(AS REQUIRED)12 INCHES (MIN)MAY BE REDUCED ON GROUNDWATER MOUNDING ANALYSIS3 TO 6 INCHES OF LOAM/TOPSOIL ANDGRASS ON SIDE SLOPES AND SURFACE OFFILTER (IF VEGETATION COVER ISDESIRED). PEA GRAVEL OR RIVER STONEMAY BE USED AS ALTERNATIVE COVERMATERIAL FOR LOW MAINTENANCE.3(H):1(V) SIDE SLOPESOR FLATTEROVERFLOW STORMWSE (MAX PONDINGDEPTH: 36 INCHES)WATER QUALITY STORMWSE (MAX PONDINGDEPTH: 24 INCHES)NON-WOVEN FILTERFABRIC ON SIDES OFEXCAVATION ONLYPLACE UNDERDRAIN NEARTOP OF RESERVOIR COURSEFOR UNLINED SYSTEMSAS REQUIRED, 4 INCH DIAMETER (MIN)PERFORATED PVC UNDERDRAIN PIPE(LAY BOTTOM OF PIPE). 2 INCHES (MIN)OF CRUSHED STONE ABOVE ANDBELOW UNDERDRAIN.PLACE UNDERDRAIN NEAR BOTTOM OF RESERVOIRCOURSE FOR SYSTEMS WITH A LINERWASHED CONCRETE SAND,ASTM C33 OR AASHTO M-6(18 INCHES MIN)PEA GRAVEL 38" AASHTONO. 8 WASHED CRUSHEDSTONE (3 INCHES)GRAVEL SUMP, 34" AASHTONO. 5 WASHED CRUSHEDSTONE (12 INCHES)NON-WOVEN FILTER FABRICABOVE PEA GRAVEL (1 TO 2 FEETON BOTH SIDES OF UNDERDRAIN)SEASONAL HIGH GROUNDWATER TABLE (SHGT)36 INCHES (MIN)MAY BE REDUCED TO 24 INCHES 2 HOME AVENUE CONCORD, NH 03301603-369-4190www.wilcoxandbarton.comSCALEDATEDRAFTED BYCHECKED BYPROJECT MGRKADAJMDLFMCDS0022SHEET NO.DRAWING TITLESITEOWNERISSUED FORALL DOCUMENTS PREPARED BY WILCOX & BARTON, INC. AREINSTRUMENTS OF SERVICE IN RESPECT OF THE PROJECT. THEY ARE NOTINTENDED OR REPRESENTED TO BE SUITABLE FOR REUSE BY OWNER OROTHERS. ANY REUSE WITHOUT WRITTEN VERIFICATION OR ADAPTATIONBY WILCOX & BARTON, INC. FOR THE SPECIFIC PURPOSE INTENDED WILLBE AT OWNER'S SOLE RISK AND WITHOUT LIABILITY OR LEGAL EXPOSURETO WILCOX & BARTON, INC. OWNER SHALL INDEMNIFY AND HOLDHARMLESS WILCOX & BARTON, INC. FROM ALL CLAIMS, DAMAGES,LOSSES AND EXPENSES ARISING OUT OF OR RESULTING THEREFROM.MCDONALD'SCORPORATION110 N. Carpenter St.Chicago, IL 60607REVISION HISTORY1.REVISED IN RESPONSE TO IWA COMMENTS (09/20/2024).2.REVISED IN RESPONSE TO TOWN STAFF COMMENTS (10/04/2024, DLF).PROJECT NO.OF08MCDONALD'S769 JOHN FITCH BLVDSOUTH WINDSOR, CTMAP 46 LOT 2608/16/2024ENGINEER: ALAN J. MCLEVYCT P.E. #27841N.T.S.C5.208EROSIONCONTROL DETAILSSLOPEINSTALLATIONDETAIL1.PREPARE SOIL BEFORE INSTALLING ROLLEDEROSION CONTROL PRODUCTS (RECPS),INCLUDING ANY NECESSARY APPLICATION OFLIME, FERTILIZER, AND SEED.2.BEGIN AT THE TOP OF THE SLOPE BY ANCHORINGTHE RECPS IN A 6"(15CM) DEEP X 6"(15CM) WIDETRENCH WITH APPROXIMATELY 12" (30CM) OFRECPS EXTENDED BEYOND THE UP-SLOPEPORTION OF THE TRENCH. ANCHOR THE RECPSWITH A ROW OF STAPLES/STAKESAPPROXIMATELY 12" (30CM) APART IN THE BOTTOMOF THE TRENCH. BACKFILL AND COMPACT THETRENCH AFTER STAPLING. APPLY SEED TO THECOMPACTED SOIL AND FOLD THE REMAINING12"(30CM) PORTION OF RECPS BACK OVER THESEED AND COMPACTED SOIL. SECURE RECPSOVER COMPACTED SOIL WITH A ROW OFSTAPLES/STAKES SPACED APPROXIMATELY12"(30CM) APART ACROSS THE WIDTH OF THERECPS.3.ROLL THE RECPS (A) DOWN OR (B) HORIZONTALLYACROSS THE SLOPE. RECPS WILL UNROLL WITHAPPROPRIATE SIDE AGAINST THE SOIL SURFACE.ALL RECPS MUST BE SECURELY FASTENED TOSOIL SURFACE BY PLACING STAPLES/STAKES INAPPROPRIATE LOCATIONS AS SHOWN IN THESTAPLE PATTERN GUIDE.4.THE EDGES OF PARALLEL RECPS MUST BESTAPLED WITH APPROXIMATELY 2" - 5" (5-12.5CM)OVERLAP DEPENDING ON THE RECPS TYPE.5.CONSECUTIVE RECPS SPLICED DOWN THE SLOPEMUST BE END OVER END (SHINGLE STYLE) WITHAN APPROXIMATE 3"(7.5CM) OVERLAP. STAPLETHROUGH OVERLAPPED AREA, APPROXIMATELY12"(30CM) APART ACROSS ENTIRE RECPS WIDTH.3B4213A *NOTE:IN LOOSE SOIL CONDITIONS, THE USE OF STAPLEOR STAKE LENGTHS GREATER THAN 6"(15CM)MAY BE NECESSARY TO PROPERLY SECURE THERECP'S.3"(7.5cm)EROSION BLANKETSLOPE INSTALLTIONNOT TO SCALE2"-5"(5-12.5cm)12" (30cm)6"(15cm)6"(15cm)SECTIONPLANNOTES:1.FILTER MEDIA SHALL BE ACOURSE COMPOSTED MATERIALAPPROVED BY ENGINEER.2.FILTER MEDIA TO BE DISPERSEDON SITE, AS DETERMINED BYENGINEER.FILTER SOCK SEDIMENT CONTROLNOT TO SCALEAREA TO BE PROTECTEDWORK AREAWORK AREAAREA TO BEPROTECTEDWATER FLOWCOMPOST FILTERSOCK (9" OR 12" TYP.)2" X 2" X 36" WOODENSTAKES PLACES @ 10' O.C.BLOWN/PLACED COMPOSTMATERIAL (OPTIONAL)12" MIN2" X 2" X 36" WOODENSTAKES PLACES @ 10' O.C.COMPOST FILTERSOCK (9" OR 12" TYP.)SECTION VIEWPROFILE VIEWGEOTEXTILE FABRIC1-1/4" X 1-1/4"HARDWOOD STAKE (TYP)NOTES:1.DUE TO UV STABILITY OF FABRIC, SILT FENCE MAY NOT BE USED FOR A PERIOD LONGER THAN ONE (1) YEAR.2.SILT FENCE NOT TO BE USED IN AREAS OF CONCENTRATED FLOW (E.G. SWALES/DITCHES)3.WIRE FENCE SUPPORT (14 GAGE W/6" MESH OPENING MIN) IS REQUIRED FOR INSTALLATIONS WITHIN 100 FEETOF STREAMS, RIVERS, OR OTHER WATERS OF THE STATE.4.FILTER CLOTH TO BE FASTENED SECURELY TO WOVEN WIRE FENCE WITH TIES SPACED EVERY 24" AT TOPAND MID SECTION. FENCE SHALL BE WOVEN WIRE, 6" MAXIMUM MESH OPENING.5.ENDS OF FILTER CLOTH SHALL BE OVERLAPPED BY SIX INCHES, FOLDED AND STAPLED TO PREVENTSEDIMENT BYPASS.6.APPROVED PREFABRICATED FENCING INCLUDES ENVIROFENCE, GEOFAB, MIRAFI 100X. OTHERS MAY BESUITABLE BUT SUBJECT TO ENGINEER'S APPROVAL.7.INSPECT FENCE REGULARLY FOR DAMAGE DUE TO ANIMALS, EQUIPMENT, AND WIND8.REMOVE ACCUMULATED SEDIMENT WHEN LEVEL REACHES 1/2 THE HEIGHT OF FENCESILT FENCE DETAILNOT TO SCALE16" (MIN)10' STAKE SPACING (MAX)36" (MIN)KEY FABRIC INTOGROUND AT 6" MINDEPTHPLACE FABRICUPSLOPE OFSTAKEUNDISTURBED GROUNDCOMPACT FILL6" MINSTONE INLET PROTECTIONNOT TO SCALEEXISTING GRADE1 12" STONE3:1 SLOPE2:1 SLOPE12 " MINSECTION A-A1 12" STONEAAWIRE MESH WITH12" OPENINGSWIRE MESH WITH12" OPENINGS12" MIN MAP 46 LOT 26MCDONALD'S CORPORATION(GC-ZONE)VOL. 436 PG. 385WWWWApprox. location ofunderground utilitiesConc.padExist.stormwatermanagementbasinUGEUGE779 JOHN FITCH BLVDSOUTH WINDSOR, CT 06074Edge of bit.curb (typ)GateBrick wall &dumpster enclosureDumpsterHedgesS S S SDrainage easement in favor ofMcdonald's CorporationVol. 436 pg. 385Riprap gutter100' Wetland regulated areaMAP 46 LOT 34CUSSON ENTERPRISES, LLC29 MASCOLO ROADSOUTH WINDSOR, CT 06074MAP 46 LOT 27-2729 JOHN FITCH BOULEVARD LLC735 JOHN FITCH BOULEVARDSOUTH WINDSOR, CT 06074VOL. 1953 PG. 58MAP 46 LOT 33CUSSON ENTERPRISES LLC29 MASCOLO ROADSOUTH WINDSOR, CT 06074MAP 46 LOT 28-3729 JOHN FITCH BOULEVARD LLC735 JOHN FITCH BOULEVARDSOUTH WINDSOR, CT 06074MAP 46 LOT 30JP REALTY LLC701 JOHN FITCH BOULEVARDSOUTH WINDSOR, CT 06074MAP 45 LOT 35MASCOLO ROAD REALTY LLC36 MASCOLO ROADSOUTH WINDSOR, CT 06074P1DDDDDDDDDDDDDDDDDD20' Drainage Easement6562636465 64 656561 62 6363646466C.O.20' Drainage EasementTOTAL LAND AREA OFPROJECT= 25,130 SFWETLAND= 128 SFURA DISTURBANCE=8,395 SFURA DISTURBANCE=2,496 SFWETLAND= 3,737 SFEXISTING STORMWATERPOND TO BE REDEVELOPEDD62 63 65.465.52 HOME AVENUE CONCORD, NH 03301603-369-4190www.wilcoxandbarton.comSCALEDATEDRAFTED BYCHECKED BYPROJECT MGRKADAJMDLFMCDS0022SHEET NO.DRAWING TITLESITEOWNERISSUED FORALL DOCUMENTS PREPARED BY WILCOX & BARTON, INC. AREINSTRUMENTS OF SERVICE IN RESPECT OF THE PROJECT. THEY ARE NOTINTENDED OR REPRESENTED TO BE SUITABLE FOR REUSE BY OWNER OROTHERS. ANY REUSE WITHOUT WRITTEN VERIFICATION OR ADAPTATIONBY WILCOX & BARTON, INC. FOR THE SPECIFIC PURPOSE INTENDED WILLBE AT OWNER'S SOLE RISK AND WITHOUT LIABILITY OR LEGAL EXPOSURETO WILCOX & BARTON, INC. OWNER SHALL INDEMNIFY AND HOLDHARMLESS WILCOX & BARTON, INC. FROM ALL CLAIMS, DAMAGES,LOSSES AND EXPENSES ARISING OUT OF OR RESULTING THEREFROM.MCDONALD'SCORPORATION110 N. Carpenter St.Chicago, IL 60607REVISION HISTORY1.REVISED IN RESPONSE TO IWA COMMENTS (09/20/2024).2.REVISED IN RESPONSE TO TOWN STAFF COMMENTS (10/04/2024, DLF).PROJECT NO.OF08MCDONALD'S769 JOHN FITCH BLVDSOUTH WINDSOR, CTMAP 46 LOT 2608/16/2024ENGINEER: ALAN J. MCLEVYCT P.E. #27841PLAN NOTES:1.EXISTING CONDITIONS, TOPOGRAPHICAL INFORMATION, NORTHORIENTATION, WETLAND DELINEATION AND COORDINATE VALUESDEPICTED ON THESE DRAWINGS ARE BASED ON PLANS PREPAREDFOR CUSSON AUTOMOTIVE, INC., BY J.R. RUSSO & ASSOCIATES,LLC AND PROVIDED TO WILCOX & BARTON, INC. BY J.R. RUSSO &ASSOCIATES, LLC.2.BUILDING FOOTPRINT SITE DEVELOPMENT ON ADJACENT PARCELOWNED BY CUSSON AUTOMOTIVE, INC PROVIDED TO WILCOX &BARTON, INC. BY J.R. RUSSO & ASSOCIATES, LLC.3.SEE SHEET C0.2 NOTES AND LEGEND FOR PROJECT LEGEND ANDGENERAL NOTES1" = 40'FIG. 1URA DISTURBANCE01 OF 01 STORMWATER MANAGEMENT PLAN REVISED STORMWATER SAND FILTER BASIN McDonald’s Restaurant 769 John Fitch Boulevard South Windsor, Connecticut 06074 Prepared for: McDonald's Corporation 110 North Carpenter Street Chicago, Illinois 60607 Prepared by: Wilcox & Barton, Inc. 2 Home Avenue Concord, New Hampshire 03301 Contact: Alan J. McLevy, P.E., (603) 369-4190 x507 September 12, 2024 r. 10/02/2024 Wilcox & Barton, Inc. Project No.: MCDS0022 CERTIFICATION Stormwater Management Plan i McDonald’s, 769 John Fitch Blvd, South Windsor, CT The following personnel have prepared and/or reviewed this report for accuracy, content, and quality of presentation. Document Title: Stormwater Management Plan – Revised Stormwater Sand filter basin McDonald’s Restaurant 769 John Fitch Boulevard, South Windsor, Connecticut 06074 Date/Version: 9/12/ 2024, r.10/02/2024 David L. Frothingham III, P.E. Senior Engineer Alan J. McLevy, P.E. Senior Engineer TABLE OF CONTENTS Stormwater Management Plan McDonald’s, 769 John Fitch Blvd, South Windsor, CT 1.0 INTRODUCTION ................................................................................................................... 1 2.0 PROJECT DESCRIPTION .................................................................................................... 1 3.0 SITE SOILS ............................................................................................................................. 1 4.0 PRE-DEVELOPMENT WATERSHED ............................................................................... 2 5.0 POST-DEVELOPMENT WATERSHED ............................................................................. 2 6.0 SCHEDULE ............................................................................................................................. 2 7.0 POINTS OF INTEREST ........................................................................................................ 2 8.0 EROSION SEDIMENT CONTROL/SITE STABILIZATION ..... ERROR! BOOKMARK NOT DEFINED. 9.0 WATER QUALITY ............................................... ERROR! BOOKMARK NOT DEFINED. 10.0 SUMMARY OF RESULTS .................................................................................................... 3 11.0 CONCLUSIONS ...................................................................................................................... 4 Table Table 1 Peak Discharge and Peak Elevation Summary Table Appendices Appendix A NRCS Soil Information Appendix B Inspection and Maintenance Manual Appendix C Hydraulic Calculations Stormwater Management Plan 1 McDonald’s, 769 John Fitch Blvd, South Windsor, CT 1.0 INTRODUCTION Wilcox & Barton, Inc. was retained by McDonald’s Corporation to prepare a revised design of the existing stormwater infiltration pond for the McDonald’s restaurant located at 769 John Fitch Boulevard in South Windsor, Connecticut (subject property, Tax Map 46 Lot 26). The existing stormwater infiltration pond is located in a drainage easement on the abutting parcel (Tax Map 46 Lot 33) owned by Cusson Enterprises LLC. The current proposal includes a revised and relocated sand filter basin for the benefit of McDonald’s Corporation to adequately manage the influent stormwater runoff. This Stormwater Management Plan has been developed in conjunction with the civil design plans as required by the Town of South Windsor and per the best management practices presented in the Connecticut Stormwater Quality Manual. 2.0 PROJECT DESCRIPTION The McDonald’s Corporation parcel is fully developed with a building housing the McDonald’s restaurant, landscaped areas, and paved areas designated for access and parking. Presently, the stormwater management system is comprised of one infiltration pond with two concrete drywells. Stormwater from across the subject property flows to the infiltration pond via sheet and shallow concentrated flow. The existing pond was constructed in 1986 and is located on a 160-foot by 50-foot easement on Tax Map 46 Lot 33 and was originally designed to collect and infiltrate all stormwater runoff from the McDonald’s restaurant paved areas. The existing infiltration pond is no longer adequately functioning and managing the influent stormwater. Currently, stormwater collects in the pond and then overflows and discharges to the west onto the abutting parcel before it is able to infiltrate. The proposed sand filter basin design includes an increased footprint of the pond and a new location within a revised drainage easement on the abutting parcel (Tax Map 46, Lot 33). The relocated basin and affiliated drainage easement extend the existing drainage easement and pond to the south and west. The revised pond includes an underdrain system that connects to one outlet control structure designed to adequately collect, infiltrate, and redirect any relevant overflow to a closed pipe network and to a wetland to the south of the Cusson Enterprises LLC development on Tax Map 46, Lot 43. The proposed sand filter basin encompasses a larger footprint to provide increased storage that can completely treat more than the required water quality volume (see water quality calcs in Section 9) and manage peak discharges during the required storm events without overtopping. 3.0 SITE SOILS On-site soils consist of Udorthents-Urban land complex and Ninigret fine sandy loam, 0 to 3% slopes. The Udorthents-Urban land complex soil is a hydrologic soil group B, and Ninigret fine sandy loam soil is a hydrologic soil group B/D. As a result, the design infiltration rate utilized is 0.27 inches/hour based on the required default Rawls infiltration rate per the Connecticut Stormwater Management Plan 2 McDonald’s, 769 John Fitch Blvd, South Windsor, CT Stormwater Quality Manual. Refer to the NRCS Soil Information report in Appendix A for more soil information that supports the following hydraulic calculations. 4.0 PRE-DEVELOPMENT WATERSHED The pre-development conditions encompass the McDonald’s corporation property, which directs runoff to the existing infiltration pond located in the drainage easement on Lot 33. The existing infiltration pond includes two drywell structures and discards flow via infiltration to the native materials below the pond. The pond does not adequately infiltrate all influent runoff, which results in overflow runoff to the westward abutting property. 5.0 POST-DEVELOPMENT WATERSHED The post-development watershed consists of the McDonald’s Corporation property and the relocated sand filter basin in the expanded drainage easement on Lot 33. The relocated sand filter basin provides a larger footprint for increased storage and filtration capacity and includes one outlet control structure for control of the discharge of large rainfall events. The outlet control structure directs runoff via a closed piping system to the south towards the existing wetlands on Lot 33. See the Sections 8 & 9 for Water Quality Calculations and a Summary of peak discharges. As required by the Connecticut Stormwater Quality Manual and the Town of South Windsor, an Inspection and Maintenance Manual has been developed for the revised sand filter basin system. This manual provides guidance for the post-development conditions to ensure the ongoing operation of the sand filter basin so it continues to effectively manage the stormwater runoff from the McDonald’s Corporation development. Refer to the enclosed Inspection and Maintenance Manual in Appendix B for further information. Point of Interest (POI) #1 for the post-development watershed will include the entirety of the subject property’s paved area and the revised drainage easement that includes the relocated sand filter basin. The proposed project development maintains all existing impervious cover and grading on the subject property, which ultimately directs runoff to the revised sand filter basin and POI#1. 6.0 SCHEDULE Construction is planned to commence upon approval from the Town of South Windsor in the fall of 2024 with estimated completion by the spring of 2025. 7.0 POINTS OF INTEREST There is one POI in the hydraulic model. Please see the post-development watershed section for a description of POI#1. Stormwater Management Plan 3 McDonald’s, 769 John Fitch Blvd, South Windsor, CT 8.0 STORMWATER QUALITY TREATMENT Water Quality Volume: WQv = (P)(R)(A)/12 P= 1.3 inches R= 0.05 + 0.009(I) I = % impervious cover: 39,713 sf of directly contributing impervious cover / 61,798 sf Lot and pond area = 64.3% R= 0.63 A= 61,798 sf WQv = (1.3)(0.63)(61,798)(1/12) = 4,217.7 cf (0.096 ac-ft) Required WQv Treatment: 4,217.7 * 50% = 2,108.9 cf Pre-treatment volume required: 2,108 * 25% = 527 cf Volume of Forebay: 2,747 cf WQv Retained in Forebay: 1,112 cf (below elevation 62.0’) WQv required to be treated: 2,109 – 527= 1,582 cf WQv treated through sand filter (calculated by static method): 3,185 cf (volume stored below 62.5’) Volume of runoff from Water Quality Storm (1.3”): 3,169 cf (from impervious surfaces, node EDA 1) The proposed sand filter treats 75% of the Water Quality Volume, more than the 50% required for a retrofit scenario. Furthermore, the sand filter treats 100% of the runoff from the impervious area during Water Quality rainfall event (based on the static storage volume). 9.0 SUMMARY OF RESULTS TABLE 10.1 Peak Discharge and Peak Elevation Summary Table Basin Peak Discharge 2-yr 10-yr 25-yr 50-yr 100-yr Peak Q Peak Q Peak Q Peak Q Peak Q P1 Inflow 2.48 cfs 4.46 cfs 5.75 cfs 6.74 cfs 7.80 cfs Discharge 0.20 cfs 0.37 cfs 1.27 cfs 2.42 cfs 4.17 cfs BASIN Peak Elevation (top of berm = 65.0 ft) 2-yr 10-yr 25-yr 50-yr 100-yr Peak Level Peak Level Peak Level Peak Level Peak Level P1 62.97 ft 63.87 ft 64.14 64.25 ft 64.32 ft Q = flow yr = year cfs = cubic feet per second ft = feet Stormwater Management Plan 4 McDonald’s, 769 John Fitch Blvd, South Windsor, CT 10.0 EROSION SEDIMENT CONTROL/SITE STABILIZATION The methods to be used to control sediment migration and erosion of the site may include use of filter socks, silt fencing, erosion control matting, and landscaping in accordance with best management practices. The contractor will be responsible for all temporary erosion and sediment control measures during construction, while the property owner will be ultimately responsible for maintaining all permanent erosion and sediment control measures as may be required. Please refer to the civil site plans for intended erosion control measures and details. During construction activities, filter socks, erosion control matting, and/or silt fencing will maintain the quality of stormwater leaving the site. Runoff from disturbed areas shall be directed to depressions to infiltrate into the groundwater and allow for settling of sediments/pollutants. After construction is completed and the site is stabilized, stormwater quality will be maintained by soil infiltration at the revised/relocated sand filter basin. 11.0 CONCLUSIONS The preceding table and following hydraulic calculations indicate that the post-development peak flow rates of the property are adequately handled via the enhanced sand filter basin. The revised sand filter basin provides increased storage capacity, implements an underdrain system, and includes one outlet control structure. The peak elevation table indicates that Pond-1 does not overtop during all required storm events with the implementation of the outlet control structure. Calculations are included for the 2-year, 10-year, 25-year, 50-year, and 100-year events within Appendix C of this plan. Stormwater Management Plan McDonald’s, 769 John Fitch Blvd, South Windsor, CT Appendix A NRCS Soil Information 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 State of Connecticut, Western Part Natural Resources Conservation Service July 12, 2024 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 State of Connecticut, Western Part.................................................................13 306—Udorthents-Urban land complex........................................................13 701A—Ninigret fine sandy loam, 0 to 3 percent slopes..............................14 Soil Information for All Uses...............................................................................17 Soil Properties and Qualities..............................................................................17 Soil Qualities and Features.............................................................................17 Hydrologic Soil Group.................................................................................17 References............................................................................................................22 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 46329104632930463295046329704632990463301046330304632910463293046329504632970463299046330104633030698490 698510 698530 698550 698570 698590 698610 698630 698650 698670 698690 698490 698510 698530 698550 698570 698590 698610 698630 698650 698670 698690 41° 49' 27'' N 72° 36' 36'' W41° 49' 27'' N72° 36' 26'' W41° 49' 23'' N 72° 36' 36'' W41° 49' 23'' N 72° 36' 26'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 45 90 180 270 Feet 0 10 20 40 60 Meters Map Scale: 1:1,010 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. 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: State of Connecticut, Western Part Survey Area Data: Version 1, Sep 15, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 14, 2022—Oct 6, 2022 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 306 Udorthents-Urban land complex 1.8 71.9% 701A Ninigret fine sandy loam, 0 to 3 percent slopes 0.7 28.1% Totals for Area of Interest 2.5 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, Custom Soil Resource Report 11 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 pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 State of Connecticut, Western Part 306—Udorthents-Urban land complex Map Unit Setting National map unit symbol: 9lmg Elevation: 0 to 2,000 feet Mean annual precipitation: 43 to 56 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 120 to 185 days Farmland classification: Not prime farmland Map Unit Composition Udorthents and similar soils:50 percent Urban land:39 percent Minor components:11 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Udorthents Setting Parent material:Human-transported material Typical profile ^A - 0 to 5 inches: loam ^C1 - 5 to 21 inches: gravelly loam ^C2 - 21 to 79 inches: very gravelly sandy loam Properties and qualities Slope:0 to 25 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Very low to high (0.00 to 1.98 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Hydric soil rating: No Description of Urban Land Typical profile M - 0 to 6 inches: cemented material Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydrologic Soil Group: D Hydric soil rating: Unranked Custom Soil Resource Report 13 Minor Components Udorthents, wet substratum Percent of map unit:9 percent Hydric soil rating: No Rock outcrop Percent of map unit:2 percent Landform:Hills Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No 701A—Ninigret fine sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2y07d Elevation: 0 to 1,260 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Ninigret and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ninigret Setting Landform:Outwash terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Concave Parent material:Coarse-loamy eolian deposits over sandy and gravelly glaciofluvial deposits derived from gneiss and/or granite and/or schist and/or phyllite Typical profile Ap - 0 to 8 inches: fine sandy loam Bw1 - 8 to 16 inches: fine sandy loam Bw2 - 16 to 26 inches: fine sandy loam 2C - 26 to 65 inches: loamy sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:18 to 38 inches to strongly contrasting textural stratification Custom Soil Resource Report 14 Drainage class:Moderately well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.14 to 14.17 in/hr) Depth to water table:About 16 to 30 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 3.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B/D Ecological site: F144AY026CT - Moist Silty Outwash Hydric soil rating: No Minor Components Merrimac Percent of map unit:5 percent Landform:Outwash terraces Landform position (three-dimensional):Riser, tread Down-slope shape:Convex Across-slope shape:Convex Ecological site:F145XY008MA - Dry Outwash Hydric soil rating: No Agawam Percent of map unit:5 percent Landform:Outwash terraces Landform position (three-dimensional):Tread Down-slope shape:Convex Across-slope shape:Convex Ecological site:F145XY008MA - Dry Outwash Hydric soil rating: No Tisbury Percent of map unit:3 percent Landform:Outwash terraces Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Ecological site:F144AY026CT - Moist Silty Outwash Hydric soil rating: No Raypol Percent of map unit:2 percent Landform:Drainageways Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Concave Ecological site:F144AY028MA - Wet Outwash Hydric soil rating: Yes Custom Soil Resource Report 15 Custom Soil Resource Report 16 Soil Information for All Uses Soil Properties and Qualities The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table for the soil map units in the selected area of interest. A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components. This aggregation process is defined for each property or quality. Soil Qualities and Features Soil qualities are behavior and performance attributes that are not directly measured, but are inferred from observations of dynamic conditions and from soil properties. Example soil qualities include natural drainage, and frost action. Soil features are attributes that are not directly part of the soil. Example soil features include slope and depth to restrictive layer. These features can greatly impact the use and management of the soil. Hydrologic Soil Group Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. 17 Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Custom Soil Resource Report 18 19 Custom Soil Resource Report Map—Hydrologic Soil Group 46329104632930463295046329704632990463301046330304632910463293046329504632970463299046330104633030698490 698510 698530 698550 698570 698590 698610 698630 698650 698670 698690 698490 698510 698530 698550 698570 698590 698610 698630 698650 698670 698690 41° 49' 27'' N 72° 36' 36'' W41° 49' 27'' N72° 36' 26'' W41° 49' 23'' N 72° 36' 36'' W41° 49' 23'' N 72° 36' 26'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 45 90 180 270 Feet 0 10 20 40 60 Meters Map Scale: 1:1,010 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available 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: State of Connecticut, Western Part Survey Area Data: Version 1, Sep 15, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 14, 2022—Oct 6, 2022 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 20 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 306 Udorthents-Urban land complex B 1.8 71.9% 701A Ninigret fine sandy loam, 0 to 3 percent slopes B/D 0.7 28.1% Totals for Area of Interest 2.5 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 21 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 22 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 23 Stormwater Management Plan McDonald’s, 769 John Fitch Blvd, South Windsor, CT Appendix B Inspection and Maintenance Manual INSPECTION AND MAINTENANCE MANUAL STORMWATER INFILTRATION POND McDonald’s Restaurant 769 John Fitch Boulevard South Windsor, Connecticut 06074 Prepared for: McDonald's Corporation 110 North Carpenter Street Chicago, Illinois 60607 Prepared by: Wilcox & Barton, Inc. 2 Home Avenue Concord, New Hampshire 03301 Contact: Alan J. McLevy, P.E., (603) 369-4190 x507 September 12, 2024 Wilcox & Barton, Inc. Project No.: MCDS0022 CERTIFICATION Inspection and Maintenance Manual McDonald’s, 769 John Fitch Blvd, South Windsor, CT The following personnel have prepared and/or reviewed this report for accuracy, content, and quality of presentation. Document Title: Inspection and Maintenance Manual – Stormwater Infiltration Pond McDonald’s Restaurant 769 John Fitch Boulevard South Windsor, Connecticut 06074 Date/Version: September 12, 2024 David L. Frothingham III, P.E. Senior Engineer Alan J. McLevy, P.E. Senior Engineer Inspection and Maintenance Manual 1 McDonald’s, 769 John Fitch Blvd, South Windsor, CT RESPONSIBLE PARTIES Inspection/Maintenance/Record Keeping: McDonald’s Corporation C/O Sandra Martel 110 N. Carpenter St. Chicago, IL 60607 Sandra.martel@us.mcd.com (603) 325-3319 INSPECTION SCHEDULE Infiltration Basin Inspect the stormwater infiltration pond following significant storms (1 inch or more of precipitation) in the initial months post-construction. Inspect the sediment forebay or other pretreatment/influent areas twice a year, and the remainder of the infiltration basin annually. Remove trash and organic debris such as leaves during spring and fall seasons. Clean the outlet promptly if the drawdown time exceeds 36 hours after a storm event. In the infiltration basin, remove sediment if it accumulates more than 2 inches and/or if the drawdown time exceeds 48 hours, indicating potential clogging. Inspection results shall be recorded using the Inspection Forms included at the end of this document. MAINTENANCE PROCEDURES Infiltration Basin Maintenance activities, such as sediment removal, mowing, and repairs, should utilize rakes and lightweight equipment to prevent compaction of the grassed area and underlying soils. Heavy construction equipment may be employed for sediment removal and other tasks, but it must operate outside the system's boundaries. Under no circumstances should heavy construction equipment be used within the system limits for maintenance purposes. Sediment in the forebay or pretreatment area(s) should be cleared if it exceeds 2 inches in depth or 50% of its design depth. Weed as necessary and maintain grass at a height of 3 to 6 inches, ensuring a healthy cover by re-seeding when required. Perform periodic removal of clippings to prevent surface clogging of the basin. Mowing should be avoided on soft ground to prevent the formation of ruts and compaction, which could diminish infiltration capacity. Inspection and Maintenance Manual 2 McDonald’s, 769 John Fitch Blvd, South Windsor, CT RECORD KEEPING Record keeping and inspection/maintenance activity will begin upon completion of all activities that direct stormwater to the stormwater infiltration pond described herein. All records, including records from maintenance subcontractors, will be maintained by McDonald’s Corporation and shall be sent to the Town of South Windsor, CT when requested. McDonald’s Corporation will be responsible for ensuring the long-term effectiveness of the stormwater practices. WINTER MAINTENANCE The revised site plan suggests moving and redesigning the existing infiltration pond to an expanded drainage easement south and east of its current location. This relocation involves installing a single outlet control structure to improve the pond’s ability to manage stormwater runoff effectively. Furthermore, the new infiltration pond will cover a larger area than the current one, ensuring it fully collects and infiltrates the necessary water quality volume. As a result, no change to the property’s impervious cover shall be made. Infiltration ponds should not be utilized to store snow that has been plowed. All winter maintenance contractors shall record salt usage by vehicle for each storm and periodically compare the usage rates to confirm spreader calibrations. All winter maintenance contractors shall record storm response data, including date, air temperature, ground surface temperature, storm start and end time, snow fall total, salt usage, application rates, application times, and plow times to be compared and analyzed by the applicators and property managers to improve and minimize salt use. The attached “Deicing and Anti-Icing Log” shall be used as a guide. INVASIVE SPECIES MAINTENANCE The site shall be inspected and monitored for the presence of invasive plants during maintenance activities. If invasive plants are found on-site, they will need to be controlled and removed in a safe and effective manner. In order to determine how to effectively remove the invasive plant(s), the reproduction of that particular plant type needs to be determined. Infiltration Pond Inspection Form General Information Date of Inspection Site Name/Address Inspector’s Name(s) Inspector’s Title(s) Type of Inspection: Routine (quarterly) Post-storm event Structure ID/Pond ID Blockage? Floatable Debris? Visible Damage? Depth of Buildup* Odor? Maintenance Required? Provide detail below Yes No Yes No Yes No Petroleum Sewage Other Yes No Yes No Yes No Yes No Petroleum Sewage Other Yes No Yes No Yes No Yes No Petroleum Sewage Other Yes No Yes No Yes No Yes No Petroleum Sewage Other Yes No Yes No Yes No Yes No Petroleum Sewage Other Yes No Yes No Yes No Yes No Petroleum Sewage Other Yes No Yes No Yes No Yes No Petroleum Sewage Other Yes No Yes No Yes No Yes No Petroleum Sewage Other Yes No Yes No Yes No Yes No Petroleum Sewage Other Yes No Yes No Yes No Yes No Petroleum Sewage Other Yes No Yes No Yes No Yes No Petroleum Sewage Other Yes No Yes No Yes No Yes No Petroleum Sewage Other Yes No Yes No Yes No Yes No Petroleum Sewage Other Yes No Corrective Action Needed and Notes *If the depth of sediment buildup in the bottom of the pond has reached approximately 2 inches, the unit requires cleaning. *If the depth of sediment buildup in the bottom of the outlet control structure has reached approximately 25% of the diameter of the structure, the unit requires cleaning. Inspection and Maintenance Log Date: Site Name/Address: Performed by: Practice: Infiltration Pond Inspection Maintenance Outlet Control Structure/Catch Basin Inspection Maintenance Other Inspection Maintenance Other Inspection Maintenance Date: Performed by: Practice: Infiltration Pond Inspection Maintenance Outlet Control Structure/Catch Basin Inspection Maintenance Other Inspection Maintenance Other Inspection Maintenance Date: Performed by: Practice: Infiltration Pond Inspection Maintenance Outlet Control Structure/Catch Basin Inspection Maintenance Other Inspection Maintenance Other Inspection Maintenance Date: Performed by: Practice: Infiltration Pond Inspection Maintenance Outlet Control Structure/Catch Basin Inspection Maintenance Other Inspection Maintenance Other Inspection Maintenance Practice: Infiltration Pond Inspection Maintenance Outlet Control Structure/Catch Basin Inspection Maintenance Other Inspection Maintenance Other Inspection Maintenance Winter Maintenance Policy Checklist for Contractors Recommended Practice Y N Comments Develop a Winter Maintenance Policy Plan outlining procedures for the preservation of the surface facilities and stating the adopted practices for salt minimization. Use de-/anti-icing logs with noted application rates, material usage totals, equipment calibration record, and material specifications (brine mix ratio, ice melt manufacturer recommendations, etc.). Record and log site storm event data including date, air temperature, ground surface temperature, storm start and end time, and snow fall/rain fall totals. Record total salt usage, application rates, application times, and plow times to improve current and future salt minimization efforts on site. Develop Winter Maintenance Policy training program for applicators. Use anti-icing pretreatment where applicable prior to snowstorm events. Plow/shovel areas before beginning de-icing activities. Use wet materials. Establish pre-wetting procedures and inspection checks for quality control. Do not apply sodium chloride (road salt) for pavement temperatures below 15˚ F. If possible, wait for warmer temperatures before deicing. Consult manufacturer specifications for deicer applications below 0˚ F. Use salt for melting and only use sand for traction in hazardous areas. Outside storage of salt, sand, and other like winter maintenance materials shall not be permitted on the McDonald’s Corporation. Sweep up areas of sand application and dispose of properly. Deicing and Anti-Icing Log Log No. (Year-Truck/Spreader ID-Entry #): Facility Information Site: McDonald’s Facility Manager/Contact: McDonald’s Corporation, C/O Sandra W. Martel Street: 110 N. Carpenter Street Phone: (603) 325-3319 City, State: Chicago, IL 60607 E-Mail: Sandra.Martel@us.mcd.com General Information Site Address: ___________________________________________________________________ Contractor Company Name: ______________________________________________________ Manager/Operator: _____________________________________________________________ CT Certified Salt Applicator: ( ) Yes ( ) No If yes, certification number: ____________ Street: ___________________________________ Phone: ______________________________ City, State: _______________________________ E-Mail: _____________________________ Storm Start Date: __________________________ Storm End Date: ______________________ Total Snowfall / Rainfall (inches): Freezing Rain: ( ) Yes ( ) No Applicator Information Date: __________ Activity Start Time: ________________ End Time: _________________ Air Temperature: _________________ Ground Surface Temperature: ____________________ Performed by: ____________________________ Truck/Spreader ID: ____________________ Spreader Calibration Date: __________________ Application Rate: _____________________ Location(s): ____________________________________________________________________ _______________________________________________________________________________ _______________________________________________________________________________ Use: ( ) Deicing ( ) Anti-Icing Fluid/Material: ____________________________________ Using salt? ( ) Yes ( ) No If yes, is salt pre-wetted? ( ) Yes ( ) No Using Brine? ( ) Yes ( ) No If yes, what is the mix ratio? _____________________ Manufacturer / Distribution Plant: ___________________________________________________ Address / Location: ______________________________________________________________ Phone: E-Mail: Additional Notes / Corrective Actions Taken ________________________________________________________________________ ________________________________________________________________________ ________________________________________________________________________ ________________________________________________________________________ ________________________________________________________________________ ________________________________________________________________________ ________________________________________________________________________ ________________________________________________________________________ ________________________________________________________________________ ________________________________________________________________________ ________________________________________________________________________ ________________________________________________________________________ ________________________________________________________________________ Green Snow Pro: Sustainable Winter Operations A Guide for Municipalities This Guide was adapted from New Hampshire’s Best Management Practices Guide and developed in partnership with the following agencies: Updated April 2019 BE PROACTIVE - ANTI-ICE Anti-icing is the proactive method of preventing snow and ice from bonding to pavement. It can be more than 50% more efficient than deicing. See the NH Anti- Icing Factsheet for more in- formation. PRE-WETTING FOR FASTER ACTING SALT Adding brine to salt before you apply it to pavement jump starts the melting pro- cess which means your pavement will be clear soon- er. See the Pre-wetting Fact Sheet for more information. KNOW YOUR LIMITS Dry salt becomes ineffective below 15°F if possible wait until the temperature rises before applying salt. At 30°F 1 lb of salt can melt 46.3 lb of ice in 5 minutes. At 15°F 1 lb of salt can melt 6.3 lb of ice in 1 hour. PLOW FIRST Always plow before applying any kind of chemical deicer to avoid pushing it away! How Salt Works Connecticut Best Management Practices Save $$, Time and the Environment As the pavement temperature drops more salt is required. As the pavement temperature rises less salt is required. Save money and the environment by using only what is needed to do the job. In Connecticut, more than 400 wells have been found to have elevated chloride and/or sodium levels. See CT application rate charts for recommended rates. Be efficient in your operations - plan ahead to where you place snow and save callbacks and refreezing conditions which lead to additional applications. PLOW and blow snow to the downhill sides of parking lots and sidewalks so the snow melt does not flow back over parking and walking area. CLEAR catch basin drains and drainage leak-offs to ensure a path for snow melt. CHECK to make sure building roof gutters are not directed onto pedestrian pathways. PLAN AHEAD - establish environmentally reviewed snow dump locations and prepare them for service prior to the start of the winter season so you are ready for severe storms. How Do We Melt Ice? Ice can be melted by increasing the temperature, or lowering the freezing point of the water. It’s not cost effective to use heat to melt ice on our roads so we use chemicals to reduce the freezing point—anything that will dissolve in water will work, including: salt, sugar, even alcohol! Why Use Salt? Salt (Sodium Chloride) is the cheapest and most readily available chemical that efficiently melts ice and can be easily applied to our roadways and park-ing lots. Alternatives include potassium acetate, and calcium magnesium acetate (CMA), — all of which are considerably more expensive than sodium chlo-ride, and have their own environmental concerns. Brine Makes It Happen The first step in melting ice is the formation of a brine. Salt crystals pull water molecules out of ice formation which creates a brine with a lower freeze point. Once the brine is formed melting is greatly accelerated. Save time and money by pre-wetting your salt with a brine before it hits the pavement to jump start melting! See the Pre-Wetting fact sheet for more information. GET OUT EARLY Typically anti-icing is most effective if applied 1-2 hours before the precipitation be- gins however if using brine, it can be applied two - three days in advance. TRY IT FIRST Trying anti-icing for the first time? Make a 23.3% brine solution and before a storm spray pavement on your own property using a masonry/ plant sprayer. Use this ex- periment to determine how best to use it with your cli- ents. LEAVE SOME PAVEMENT BARE It’s always best to use stream nozzles instead of fan tip to avoid creating a slippery condition. If the anti- icing liquid freezes the bare pavement will still provide a traction surface. USE A FILTER Having a filter in your liquid dispensing system will re- duce clogs in your nozzle. Automotive in line fuel filters work quiet well. If your liquid dispenser is not functioning properly be sure to check the filter first. Anti-Icing Connecticut Best Management Practices A Pr oactive Treatment Anti-Icing before a storm is very similar to using a non-stick spray on a pan before cooking. Just like a non-stick spray prevents food from bonding to the pan, anti-icing pre- vents or mitigates snow and ice from bonding to the pavement so that it can be plowed away. Anti-icing can save you money as it costs 50% less than reactive deicing and assists in MS4 permit compliance. How Much Should I Use and When? You can apply brine up to three days in advance of the storm. Typical application rates range from 0.5 to 0.75 gallon per 1000 sq.ft. (10’ x 100’ area). Other chemicals such as magnesium are also available—consult your supplier for applica-tion rates. Anti-icing is not advised prior to freezing rain events if event starts out as plain rain. Getting Started Try making your own salt brine by putting 13 lb of salt in 5 gallons of water to get a 23.3% salt brine solution. Mix the brine until all of the salt is dis- solved. Using a masonry sprayer apply the liquid several hours before a storm. Start by applying about 0.25—0.5 gallons to a 10’ x 50’ area. Adjust the application rates based on your experience. Being careful not to over apply and cause a slip- pery condition. Make Your Own Salt Brine When making brine it is important to add enough salt to produce a 23.3% solution which freezes around 0°F. Roughly 2.5lb per gallon of water will produce a 23.3% solution. You can verify using a salimeter (~$20) a 23.3% solution will have a specific gravity of 1.176, or 85% salinity. Consult the Brine Mak- ing BMP sheet for more info. IMPERMEABLE SUR- FACE STORAGE Store salt and liquids on an impermeable surface to pre- vent groundwater contami- nation. COVERED STORAGE AREAS If possible, store your salt in a covered shed to prevent runoff. If there is not a shed available, cover your salt pile well with an impermeable membrane or tarp. SECONDARY CON- TAINMENT Keep your liquids in an ap- propriate storage container. Secondary containment should be used incase a leak develops in the primary con- tainer. PROPER DRAINAGE & COLLECTION Protect your ground water supply! A drainage system should be in place to collect runoff from your salt pile, as well as to collect any liquids that may escape contain- ment. Remember, the col- lected liquid can be used as a base for salt brine. Material Storage and Housekeeping Connecticut Best Management Practices Proper Material Storage Proper storage of materials (especially chemicals) is essential. If impermeable sur- faces are NOT used in your storage facili- ties and brine infiltrates the ground or groundwater, you need to register with the DES under the Groundwater Discharge Per- mit and Registration Rules, Env-Wq 402. It is a free registration used for tracking poten- tial contaminant sources. Liquid Storage Brine stored using holding tanks must be managed so that there are no releases to drains, groundwater or surface water. DEEP Salt Storage Facility BMP This guidance outlines the basic required specifi- cations for salt and chemical storage facilities as well as Storage and Handling of salt and Stormwater Management considerations. For additional information, please contact the Bureau of Water Protection and Land Reuse at (860)424-3020 For more details on Winter Operations Guidance and Requirements in the MS4 permit visit: https://nemo.uconn.edu/ms4/basics/permit.htm Secondary Containment Secondary containment for your liquid storage is a HIGHLY recommended technique to help reduce soil and groundwater contamination. If a tank Begins leak, the secondary contain- ment prevents liquid from seeping into sensi- tive environments. Information Technology Solutions GET THE LOWEST FREEZE POINT When salt brine is 23% salt (measured with a hydrome- ter: 1.176, or with a salime- ter: 85%) it has the lowest freeze point possible (about 0°F). BRINE STORAGE 23% brine solution may be stored outside, however if temperatures get below 0°F the brine may freeze. A cir- culator pump will reduce the risk of freezing. If possible store brine indoors to elimi- nate risk of freezing. COST OF BRINE Sodium chloride brine costs about 7¢ / gallon (assuming $58/ton for salt) after you have your equipment setup. MULTIPLE USES Brine can be used directly for anti-icing, for prewetting salt as it is dispensed from your truck, or to pretreat salt before it is loaded into your truck. Brine can be safely stored for up to a year, how- ever, the concentration should be tested before use. Brine Making Connecticut Best Management Practices What Do You Need? Brine making is a fairly simple process—the only ingredients are salt and water, and the only equipment you’ll need is an open top mixing tank, a holding tank, a small pump, and a salimeter. Quality Control & Documentation Make sure that you record the date when you create each batch of brine and document who mixed it and checked the concentration. It is also a good idea to note the final concentration. These records should be kept for at least two years to protect your group in the event of litigation. Step 1: Fill Mixing Tank Add Salt: Add about 2.5 lb of salt per gallon of water you plan to add. Make sure your mix- ing tank has a large opening to make adding salt easy. Add Water: Slowly add water from the bot- tom of your brine mixing tank. This will allow it to percolate up through the salt and overflow into the holding tank. Mixing Tank Water In Holding Tank Brine Step 2: Check Concentration Float a hydrometer or salimeter directly in your holding tank and read the value at the surface of the water. The number should be either 85% or 1.176 depending on the units of your device. If the values are too low, pump some brine from your holding tank back into the mixing tank and allow it to overflow. If values are too high simply add some fresh water Images courtesy of Iowa DOT Information Technology Solutions PRE-WETTING? Pre-wetting is the process of coating a solid de-icer with a liquid before it is spread on a roadway. WHY PRE-WET? De-icing chemicals must form a brine before they can begin melting ice. Pre-wetting your chemicals accelerates the brine making process, which improves the melting action of the material. Pre-wetting also reduces bounce and scatter of material during spreading, and reduces the total amount of de-icer needed to obtain the desired results. REDUCED RATES If you are pre-wetting, don’t forget to reduce your applica- tion rates accordingly. Reduc- tions in the range of 15-20% are typical. HOW MUCH LIQUID? A good rule of thumb is to use 8-14 gallons of sodium chloride liquid for every ton of de-icer. For other chemicals, such as magnesium chloride, consult your supplier for application rates. Pre-wetting Connecticut Best Management Practices Getting Started Wet the pile! There are two ways to pre- wet your de-icing chemicals. The easiest way to get started with pre-wetting is to spread your salt pile, spray it with pre- wetting liquid, mix it around, and re-pile it. More advanced truck mounted pre-wet systems can be installed on your trucks if you decide to make the investment. Source: Wisconsin DOT Transportation Bulletin Pre-wetting Liquids You have a few options for pre-wetting liquids. The most commonly used is a 23% sodium chlo- ride brine solution. Calcium chloride at 32% solution and 30% magnesium chloride solution are also used, as well as several other patented products. Truck Mounted Systems These systems are mounted in the truck bed and coat the de-icer with liquid as it comes off the conveyor/auger onto the spinner. These systems have the benefit of applying liquid only to the material you use as you use it. However, these systems must be in- stalled on every truck that will be used to spread pre-wetted material. WHY CALIBRATE? You can’t reduce your salt use if you don’t know how much salt you actually use! The goal of calibrating is to know how much material you are putting down on a roadway or parking lot for every setting on your spreader that you use. This is why calibrating your equipment is the first step to reducing salt use and saving money! REMEMBER: Each truck must be inde- pendently calibrated for each material it will be used to spread (the salt calibration card will be different than the sand calibra- tion card). Calibrations should be per- formed annually, or after a spreader is serviced. CALCULATIONS: There are a few simple calcula- tions you must perform in order to complete the calibration. Once all of the necessary data is recorded, head back inside and do your calculations. Gravity Flow Spreader Calibration Connecticut Best Management Practices Step 1: Load the Spreader Partially load the material spreader. Half of a load should be more than adequate for calibration purposes. Step 3: Measure Spread Width (B) Spread out a 10 foot long tarp or mark a distance of 10 feet on the ground. Drive over the tarp or marked area at plowing speed. Measure the width of the deposited material and record to the nearest half of a foot. Multiply this width by the 10 foot length to get the square footage of coverage. Step 2: Set Your Controls Lever Position or Gate Setting: Set the opening to its lowest practical setting (approximately 1” to 1.5”). After the spreader is calibrated for the lowest gate setting, calibrate for each 1/2” increment greater than the lowest setting. Continue until all gate settings you use are calibrated. If your equipment does not have markings for settings, make your own permanent marks or numbers on the equipment to identify the positions. Engine Speed: Set the pony motor engine speed to the maximum setting or to the setting you would normally use. Step 4: Collect & Weigh Material (A) Collect the deposited material from each pass and weigh the sample. Record your results. Step 5: Perform Calculations Complete steps 3 and 4 three times for each setting to calculate average spread width and weight. Record those averages in the chart provided. Multiply spread times 10 to get coverage in square footage (C). To determine how much would be spread in 1000 square feet, divide 1000 by the coverage area (C) and multiply by the lbs. of material recovered (A) Step 6: Distribute Completed Calibration Cards! Put a copy of the calibration card in the truck you just calibrated. Also, leave a copy of the calibration card in the office so you have a copy in case the original is damaged. Calibration Chart Calibration Chart for Gravity Flow Equipment Vehicle or spreader number: Date: Material Type: Calibrated by: A B C D E Speed Lever position or gate setting Lbs. Material recovere d in 10 feet Spread width in feet Square feet covered with material (B x 10) Application rate in lbs/1000 ft2 (1000/C x A) Application rate in lbs/lane mile (12’ width) (D x 63.4) Taken from Minnesota Winter Parking Lot and Sidewalk Maintenance Manual WHY CALIBRATE? You can’t reduce your salt use if you don’t know how much salt you actually use! The goal of calibrating is to know how much material you are putting down on a roadway or parking lot for every setting on your truck that you use. This is why calibrating your equipment is the first step to reducing salt use and saving money! REMEMBER: Each truck must be inde- pendently calibrated for each material it will be used to spread (the salt calibration chart will be different than the sand calibra- tion chart). Calibrations should be per- formed annually, or after a spreader is serviced. CALCULATIONS: There are a few simple calcula- tions you must perform in order to complete the calibration. Once all of the necessary data is recorded, head back inside and warm up! Hydraulic-Run Spreader Calibration Connecticut Best Management Practices Step 1: Warm and Load the Truck Warm the truck's hydraulic oil to normal operating temperature with spreader system running. Partially load the truck. Half of a full load should be more than adequate for calibration purposes. Step 2: Prepare Auger or Conveyor Mark shaft end of auger or conveyor and dump salt on auger or conveyor. Step 3: Count Revolutions Rev truck engine to operating RPM (at least 2000 RPM). Count the number of shaft revolutions per minute at each spreader control setting and record Step 4: Collect & Weigh Material Collect salt for one revolution and weigh, deducting weight of container. For greater accuracy, collect salt for several revolutions and divide by this number of turns to get the weight for one revolution. This can be accomplished at idle or very low engine RPM. Step 5: CalculateMultiply shaft RPM (Column A) by discharge per revolution (Column B) to get discharge rate in pounds per minute (Column C), then multiply discharge rate by minutes to travel one mile at various truck speeds to get pounds discharged per mile. For example, at 20 MPH with 30 shaft RPM and 7 lb. discharge - 30x7=210x3.00=630 lb per mile. Step 6: Distribute Completed Calibration Cards! Put a copy of the calibration chart in the truck you just calibrated. Also, leave a copy of the calibration chart in the office so you have a copy in case the original is damaged. CALIBRATION CHART (US) Agency: Location: _________________________________________ _ Truck llb:.___________ Spreader No: Date: Gate Opening Control Se tting 1 2 3 4 5 6 7 8 9 10 11 Bv: (inches) OfSCHARGE RA TE (pounds discharged per mile) (Hoppe.-Type Spreaders) A B C TRAVEL SPEE.D AND COMPUTATION MULTIPLIER { ) Shaft RPM Disdlarge per Disdlarge pe 5mph 10 mph 15 mph 20 mph 25 mph 30 mph 35 mph 40 mph Re-...olution Minute(lb) (Loaded) (pounds) (AxB) (x 12.00) (x 6.00) (x 4.00) (x 3.00) (x 2.40) (x 2.00) (x 1.71) (x 1.50) - - - -------- -------- --------- --------- --------- --------- --- ------ --------- THE AClUAL APPLICATION RATE (POUNDS PER LANE MILE) ON lHE HIGHWAY IS THE DISCHARGE RATE DIVIDED BY THE NUMBER OF LANES BEING TREATED SPREADER CALIBRATION PROCEDURE 45 mp h (x 1.33) - - - - - - - - - - - Ca�bration is simply calculating the poornls pe; mile discharged to, each control selling at various tr.M>I speeds by first counli<tg lhe number of auger or conveyor shaft revolutions per minute, measuring the weight of salt discharged in one revolution, then multiply the two to obtain disdtaiye per minute, and finally multiplying the discharge per minute by the time It takes to travel 1 mile. Most spreaders have multiple gate openings; so you must calibrate for specific gale openings. Equipment needed: 1. Scale to weigh salt 2. Salt oollection device 3. Marking device 4. W a ldl with second hand h'f.ll .1;1./##lt#{; Ji .VN/'JJ#it##IUIN#J;;. ,t Ii i!S,:J:. il 1.1.1.'Jf;l.1 a,r.ff.l,W .;':: 1:Jt.!####S;'.; N/,','.Jlf:###.J:W.1/ttN .r.1.•.:.r.'!.'!t##ll#####l#J/NNJJIII.\J:.;; 1. Hf#. ff K:. 11 .. t.'.;'.##114/ ;'; L .YJ/;I; JJ Ji;; J. ;lf####.1. .; J; f;IN#l#l####II CALIBRATION OF AUTOMATIC CONTROLS Automatic controls may be cafibrated using the following steps: 1. Remove, by-pass or turn of spinner. 2. Set control on given number. 3. Tie sack or heavy canvas under spreader discharge area. 4. Mark specific distance on a highway or other paved area, such as 1000 ft. . 5. Drive that distance w�h spreader operating. 6. Weigh sak collected. Stormwater Management Plan McDonald’s, 769 John Fitch Blvd, South Windsor, CT Appendix C Hydraulic Calculations 1S EDA 1 2S EDA 2EP1 EXISTING POND POI 1 WETLAND Routing Diagram for Pre-development_MCDS0022 Prepared by Wilcox & Barton, Inc., Printed 10/4/2024 HydroCAD® 10.00-26 s/n 08777 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Pre-development_MCDS0022 Printed 10/4/2024Prepared by Wilcox & Barton, Inc. Page 2HydroCAD® 10.00-26 s/n 08777 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq-ft) CN Description (subcatchment-numbers) 4,407 79 <50% Grass cover, Poor, HSG B (2S) 14,024 86 <50% Grass cover, Poor, HSG C (2S) 5,041 61 >75% Grass cover, Good, HSG B (1S) 820 74 >75% Grass cover, Good, HSG C (1S) 3,941 98 EXISTING CONCRETE PAD (1S) 31,092 98 EXISTING PAVEMENT (1S) 59,325 90 TOTAL AREA Pre-development_MCDS0022 Printed 10/4/2024Prepared by Wilcox & Barton, Inc. Page 3HydroCAD® 10.00-26 s/n 08777 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (sq-ft) Soil Group Subcatchment Numbers 0 HSG A 9,448 HSG B 1S, 2S 14,844 HSG C 1S, 2S 0 HSG D 35,033 Other 1S 59,325 TOTAL AREA Pre-development_MCDS0022 Printed 10/4/2024Prepared by Wilcox & Barton, Inc. Page 4HydroCAD® 10.00-26 s/n 08777 © 2020 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (sq-ft) HSG-B (sq-ft) HSG-C (sq-ft) HSG-D (sq-ft) Other (sq-ft) Total (sq-ft) Ground Cover Subcatchment Numbers 0 4,407 14,024 0 0 18,431 <50% Grass cover, Poor 0 5,041 820 0 0 5,861 >75% Grass cover, Good 0 0 0 0 3,941 3,941 EXISTING CONCRETE PAD 0 0 0 0 31,092 31,092 EXISTING PAVEMENT 0 9,448 14,844 0 35,033 59,325 TOTAL AREA Type III 24-hr 2-yr Rainfall=3.10"Pre-development_MCDS0022 Printed 10/4/2024Prepared by Wilcox & Barton, Inc. Page 5HydroCAD® 10.00-26 s/n 08777 © 2020 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=40,894 sf 85.67% Impervious Runoff Depth=2.53"Subcatchment 1S: EDA 1 Tc=10.0 min CN=WQ Runoff=2.16 cfs 8,609 cf Runoff Area=18,431 sf 0.00% Impervious Runoff Depth=1.63"Subcatchment 2S: EDA 2 Tc=10.0 min CN=WQ Runoff=0.70 cfs 2,507 cf Peak Elev=64.26' Storage=4,695 cf Inflow=2.87 cfs 11,115 cfPond EP1: EXISTING POND Outflow=3.69 cfs 6,465 cf Inflow=3.69 cfs 6,465 cfLink POI 1: WETLAND Primary=3.69 cfs 6,465 cf Total Runoff Area = 59,325 sf Runoff Volume = 11,115 cf Average Runoff Depth = 2.25" 40.95% Pervious = 24,292 sf 59.05% Impervious = 35,033 sf Type III 24-hr 10-yr Rainfall=4.93"Pre-development_MCDS0022 Printed 10/4/2024Prepared by Wilcox & Barton, Inc. Page 1HydroCAD® 10.00-26 s/n 08777 © 2020 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=40,894 sf 85.67% Impervious Runoff Depth=4.23"Subcatchment 1S: EDA 1 Tc=10.0 min CN=WQ Runoff=3.59 cfs 14,417 cf Runoff Area=18,431 sf 0.00% Impervious Runoff Depth=3.24"Subcatchment 2S: EDA 2 Tc=10.0 min CN=WQ Runoff=1.39 cfs 4,982 cf Peak Elev=64.33' Storage=4,695 cf Inflow=4.98 cfs 19,399 cfPond EP1: EXISTING POND Outflow=5.15 cfs 14,749 cf Inflow=5.15 cfs 14,749 cfLink POI 1: WETLAND Primary=5.15 cfs 14,749 cf Total Runoff Area = 59,325 sf Runoff Volume = 19,399 cf Average Runoff Depth = 3.92" 40.95% Pervious = 24,292 sf 59.05% Impervious = 35,033 sf Type III 24-hr 10-yr Rainfall=4.93"Pre-development_MCDS0022 Printed 10/4/2024Prepared by Wilcox & Barton, Inc. Page 2HydroCAD® 10.00-26 s/n 08777 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: EDA 1 Runoff = 3.59 cfs @ 12.13 hrs, Volume= 14,417 cf, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.93" Area (sf) CN Description * 31,092 98 EXISTING PAVEMENT * 3,941 98 EXISTING CONCRETE PAD 5,041 61 >75% Grass cover, Good, HSG B 820 74 >75% Grass cover, Good, HSG C 40,894 Weighted Average 5,861 14.33% Pervious Area 35,033 85.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment 2S: EDA 2 Runoff = 1.39 cfs @ 12.14 hrs, Volume= 4,982 cf, Depth= 3.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.93" Area (sf) CN Description 4,407 79 <50% Grass cover, Poor, HSG B 14,024 86 <50% Grass cover, Poor, HSG C 18,431 Weighted Average 18,431 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Pond EP1: EXISTING POND Inflow Area = 59,325 sf, 59.05% Impervious, Inflow Depth = 3.92" for 10-yr event Inflow = 4.98 cfs @ 12.14 hrs, Volume= 19,399 cf Outflow = 5.15 cfs @ 12.13 hrs, Volume= 14,749 cf, Atten= 0%, Lag= 0.0 min Primary = 5.15 cfs @ 12.13 hrs, Volume= 14,749 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 64.33' @ 12.13 hrs Surf.Area= 4,445 sf Storage= 4,695 cf Flood Elev= 64.00' Surf.Area= 4,445 sf Storage= 4,695 cf Plug-Flow detention time= 154.7 min calculated for 14,746 cf (76% of inflow) Center-of-Mass det. time= 68.7 min ( 840.6 - 771.9 ) Type III 24-hr 10-yr Rainfall=4.93"Pre-development_MCDS0022 Printed 10/4/2024Prepared by Wilcox & Barton, Inc. Page 3HydroCAD® 10.00-26 s/n 08777 © 2020 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 62.50' 4,695 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 62.50 1,880 0 0 63.00 2,670 1,138 1,138 64.00 4,445 3,558 4,695 Device Routing Invert Outlet Devices #1 Primary 63.99'10.0' long x 1.5' 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 Coef. (English) 2.62 2.64 2.64 2.68 2.75 2.86 2.92 3.07 3.07 3.03 3.28 3.32 Primary OutFlow Max=5.14 cfs @ 12.13 hrs HW=64.33' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 5.14 cfs @ 1.53 fps) Summary for Link POI 1: WETLAND Inflow Area = 59,325 sf, 59.05% Impervious, Inflow Depth = 2.98" for 10-yr event Inflow = 5.15 cfs @ 12.13 hrs, Volume= 14,749 cf Primary = 5.15 cfs @ 12.13 hrs, Volume= 14,749 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=6.06"Pre-development_MCDS0022 Printed 10/4/2024Prepared by Wilcox & Barton, Inc. Page 1HydroCAD® 10.00-26 s/n 08777 © 2020 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=40,894 sf 85.67% Impervious Runoff Depth=5.30"Subcatchment 1S: EDA 1 Tc=10.0 min CN=WQ Runoff=4.48 cfs 18,077 cf Runoff Area=18,431 sf 0.00% Impervious Runoff Depth=4.29"Subcatchment 2S: EDA 2 Tc=10.0 min CN=WQ Runoff=1.83 cfs 6,591 cf Peak Elev=64.39' Storage=4,695 cf Inflow=6.31 cfs 24,668 cfPond EP1: EXISTING POND Outflow=6.72 cfs 20,017 cf Inflow=6.72 cfs 20,017 cfLink POI 1: WETLAND Primary=6.72 cfs 20,017 cf Total Runoff Area = 59,325 sf Runoff Volume = 24,668 cf Average Runoff Depth = 4.99" 40.95% Pervious = 24,292 sf 59.05% Impervious = 35,033 sf Type III 24-hr 50-yr Rainfall=6.90"Pre-development_MCDS0022 Printed 10/4/2024Prepared by Wilcox & Barton, Inc. Page 1HydroCAD® 10.00-26 s/n 08777 © 2020 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=40,894 sf 85.67% Impervious Runoff Depth=6.11"Subcatchment 1S: EDA 1 Tc=10.0 min CN=WQ Runoff=5.15 cfs 20,821 cf Runoff Area=18,431 sf 0.00% Impervious Runoff Depth=5.08"Subcatchment 2S: EDA 2 Tc=10.0 min CN=WQ Runoff=2.15 cfs 7,808 cf Peak Elev=64.43' Storage=4,695 cf Inflow=7.30 cfs 28,630 cfPond EP1: EXISTING POND Outflow=7.76 cfs 23,979 cf Inflow=7.76 cfs 23,979 cfLink POI 1: WETLAND Primary=7.76 cfs 23,979 cf Total Runoff Area = 59,325 sf Runoff Volume = 28,630 cf Average Runoff Depth = 5.79" 40.95% Pervious = 24,292 sf 59.05% Impervious = 35,033 sf Type III 24-hr 100-yr Rainfall=7.82"Pre-development_MCDS0022 Printed 10/4/2024Prepared by Wilcox & Barton, Inc. Page 1HydroCAD® 10.00-26 s/n 08777 © 2020 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=40,894 sf 85.67% Impervious Runoff Depth=7.00"Subcatchment 1S: EDA 1 Tc=10.0 min CN=WQ Runoff=5.89 cfs 23,845 cf Runoff Area=18,431 sf 0.00% Impervious Runoff Depth=5.96"Subcatchment 2S: EDA 2 Tc=10.0 min CN=WQ Runoff=2.50 cfs 9,157 cf Peak Elev=64.46' Storage=4,695 cf Inflow=8.40 cfs 33,002 cfPond EP1: EXISTING POND Outflow=8.60 cfs 28,352 cf Inflow=8.60 cfs 28,352 cfLink POI 1: WETLAND Primary=8.60 cfs 28,352 cf Total Runoff Area = 59,325 sf Runoff Volume = 33,002 cf Average Runoff Depth = 6.68" 40.95% Pervious = 24,292 sf 59.05% Impervious = 35,033 sf 1S EDA 1 2S EDA 2 P1 P1-RECONSTRUCTED BASIN POI 1 WETLAND Routing Diagram for Post-development- Sand Filter Prepared by Wilcox & Barton, Inc., Printed 10/4/2024 HydroCAD® 10.00-26 s/n 08777 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Post-development- Sand Filter Printed 10/4/2024Prepared by Wilcox & Barton, Inc. Page 2HydroCAD® 10.00-26 s/n 08777 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq-ft) CN Description (subcatchment-numbers) 9,448 61 >75% Grass cover, Good, HSG B (1S, 2S) 14,844 74 >75% Grass cover, Good, HSG C (1S, 2S) 3,941 98 EXISTING CONCRETE PAD (1S) 31,092 98 EXISTING PAVEMENT (1S) 59,325 86 TOTAL AREA Post-development- Sand Filter Printed 10/4/2024Prepared by Wilcox & Barton, Inc. Page 3HydroCAD® 10.00-26 s/n 08777 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (sq-ft) Soil Group Subcatchment Numbers 0 HSG A 9,448 HSG B 1S, 2S 14,844 HSG C 1S, 2S 0 HSG D 35,033 Other 1S 59,325 TOTAL AREA Post-development- Sand Filter Printed 10/4/2024Prepared by Wilcox & Barton, Inc. Page 4HydroCAD® 10.00-26 s/n 08777 © 2020 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (sq-ft) HSG-B (sq-ft) HSG-C (sq-ft) HSG-D (sq-ft) Other (sq-ft) Total (sq-ft) Ground Cover Subcatchment Numbers 0 9,448 14,844 0 0 24,292 >75% Grass cover, Good 0 0 0 0 3,941 3,941 EXISTING CONCRETE PAD 0 0 0 0 31,092 31,092 EXISTING PAVEMENT 0 9,448 14,844 0 35,033 59,325 TOTAL AREA Post-development- Sand Filter Printed 10/4/2024Prepared by Wilcox & Barton, Inc. Page 5HydroCAD® 10.00-26 s/n 08777 © 2020 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 P1 59.40 56.00 600.0 0.0057 0.012 15.0 0.0 0.0 Type III 24-hr 2-yr Rainfall=3.10"Post-development- Sand Filter Printed 10/4/2024Prepared by Wilcox & Barton, Inc. Page 6HydroCAD® 10.00-26 s/n 08777 © 2020 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=40,894 sf 85.67% Impervious Runoff Depth=2.53"Subcatchment 1S: EDA 1 Tc=10.0 min CN=WQ Runoff=2.16 cfs 8,609 cf Runoff Area=18,431 sf 0.00% Impervious Runoff Depth=0.84"Subcatchment 2S: EDA 2 Tc=10.0 min CN=WQ Runoff=0.32 cfs 1,285 cf Peak Elev=62.97' Storage=5,472 cf Inflow=2.48 cfs 9,893 cfPond P1: P1-RECONSTRUCTED BASIN Outflow=0.20 cfs 8,783 cf Inflow=0.20 cfs 8,783 cfLink POI 1: WETLAND Primary=0.20 cfs 8,783 cf Total Runoff Area = 59,325 sf Runoff Volume = 9,893 cf Average Runoff Depth = 2.00" 40.95% Pervious = 24,292 sf 59.05% Impervious = 35,033 sf Type III 24-hr 10-yr Rainfall=4.93"Post-development- Sand Filter Printed 10/4/2024Prepared by Wilcox & Barton, Inc. Page 1HydroCAD® 10.00-26 s/n 08777 © 2020 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=40,894 sf 85.67% Impervious Runoff Depth=4.23"Subcatchment 1S: EDA 1 Tc=10.0 min CN=WQ Runoff=3.59 cfs 14,417 cf Runoff Area=18,431 sf 0.00% Impervious Runoff Depth=2.07"Subcatchment 2S: EDA 2 Tc=10.0 min CN=WQ Runoff=0.88 cfs 3,185 cf Peak Elev=63.87' Storage=9,642 cf Inflow=4.46 cfs 17,602 cfPond P1: P1-RECONSTRUCTED BASIN Outflow=0.37 cfs 16,492 cf Inflow=0.37 cfs 16,492 cfLink POI 1: WETLAND Primary=0.37 cfs 16,492 cf Total Runoff Area = 59,325 sf Runoff Volume = 17,602 cf Average Runoff Depth = 3.56" 40.95% Pervious = 24,292 sf 59.05% Impervious = 35,033 sf Type III 24-hr 10-yr Rainfall=4.93"Post-development- Sand Filter Printed 10/4/2024Prepared by Wilcox & Barton, Inc. Page 2HydroCAD® 10.00-26 s/n 08777 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: EDA 1 Runoff = 3.59 cfs @ 12.13 hrs, Volume= 14,417 cf, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.93" Area (sf) CN Description * 31,092 98 EXISTING PAVEMENT * 3,941 98 EXISTING CONCRETE PAD 5,041 61 >75% Grass cover, Good, HSG B 820 74 >75% Grass cover, Good, HSG C 40,894 Weighted Average 5,861 14.33% Pervious Area 35,033 85.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment 2S: EDA 2 Runoff = 0.88 cfs @ 12.14 hrs, Volume= 3,185 cf, Depth= 2.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.93" Area (sf) CN Description 4,407 61 >75% Grass cover, Good, HSG B 14,024 74 >75% Grass cover, Good, HSG C 18,431 Weighted Average 18,431 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Pond P1: P1-RECONSTRUCTED BASIN Inflow Area = 59,325 sf, 59.05% Impervious, Inflow Depth = 3.56" for 10-yr event Inflow = 4.46 cfs @ 12.14 hrs, Volume= 17,602 cf Outflow = 0.37 cfs @ 13.54 hrs, Volume= 16,492 cf, Atten= 92%, Lag= 84.2 min Primary = 0.37 cfs @ 13.54 hrs, Volume= 16,492 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 63.87' @ 13.54 hrs Surf.Area= 6,078 sf Storage= 9,642 cf Flood Elev= 64.00' Surf.Area= 6,551 sf Storage= 10,441 cf Plug-Flow detention time= 380.0 min calculated for 16,492 cf (94% of inflow) Center-of-Mass det. time= 344.6 min ( 1,118.6 - 774.0 ) Type III 24-hr 10-yr Rainfall=4.93"Post-development- Sand Filter Printed 10/4/2024Prepared by Wilcox & Barton, Inc. Page 3HydroCAD® 10.00-26 s/n 08777 © 2020 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 62.00' 14,859 cf Sand Filter Basin (Conic) Listed below (Recalc) #2 61.00' 2,747 cf Forebay (Prismatic) Listed below (Recalc) -Impervious 17,606 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 62.00 2,444 0 0 2,444 63.00 3,299 2,861 2,861 3,320 64.00 6,551 4,833 7,694 6,581 65.00 7,797 7,165 14,859 7,863 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 61.00 862 0 0 62.00 1,362 1,112 1,112 63.00 1,908 1,635 2,747 Device Routing Invert Outlet Devices #1 Primary 59.40'15.0" Round Culvert L= 600.0' Ke= 0.500 Inlet / Outlet Invert= 59.40' / 56.00' S= 0.0057 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf #2 Device 1 62.00'1.750 in/hr Sand Filter Bed over Surface area #3 Device 1 62.50'2.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 64.00'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #5 Device 1 64.25'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.37 cfs @ 13.54 hrs HW=63.87' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.37 cfs of 6.92 cfs potential flow) 2=Sand Filter Bed (Exfiltration Controls 0.25 cfs) 3=Orifice/Grate (Orifice Controls 0.12 cfs @ 5.47 fps) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 5=Orifice/Grate ( Controls 0.00 cfs) Summary for Link POI 1: WETLAND Inflow Area = 59,325 sf, 59.05% Impervious, Inflow Depth = 3.34" for 10-yr event Inflow = 0.37 cfs @ 13.54 hrs, Volume= 16,492 cf Primary = 0.37 cfs @ 13.54 hrs, Volume= 16,492 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=6.06"Post-development- Sand Filter Printed 10/4/2024Prepared by Wilcox & Barton, Inc. Page 1HydroCAD® 10.00-26 s/n 08777 © 2020 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=40,894 sf 85.67% Impervious Runoff Depth=5.30"Subcatchment 1S: EDA 1 Tc=10.0 min CN=WQ Runoff=4.48 cfs 18,077 cf Runoff Area=18,431 sf 0.00% Impervious Runoff Depth=2.95"Subcatchment 2S: EDA 2 Tc=10.0 min CN=WQ Runoff=1.27 cfs 4,532 cf Peak Elev=64.14' Storage=11,378 cf Inflow=5.75 cfs 22,609 cfPond P1: P1-RECONSTRUCTED BASIN Outflow=1.27 cfs 21,499 cf Inflow=1.27 cfs 21,499 cfLink POI 1: WETLAND Primary=1.27 cfs 21,499 cf Total Runoff Area = 59,325 sf Runoff Volume = 22,609 cf Average Runoff Depth = 4.57" 40.95% Pervious = 24,292 sf 59.05% Impervious = 35,033 sf Type III 24-hr 50-yr Rainfall=6.90"Post-development- Sand Filter Printed 10/4/2024Prepared by Wilcox & Barton, Inc. Page 1HydroCAD® 10.00-26 s/n 08777 © 2020 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=40,894 sf 85.67% Impervious Runoff Depth=6.11"Subcatchment 1S: EDA 1 Tc=10.0 min CN=WQ Runoff=5.15 cfs 20,821 cf Runoff Area=18,431 sf 0.00% Impervious Runoff Depth=3.64"Subcatchment 2S: EDA 2 Tc=10.0 min CN=WQ Runoff=1.57 cfs 5,588 cf Peak Elev=64.25' Storage=12,108 cf Inflow=6.72 cfs 26,409 cfPond P1: P1-RECONSTRUCTED BASIN Outflow=2.42 cfs 25,299 cf Inflow=2.42 cfs 25,299 cfLink POI 1: WETLAND Primary=2.42 cfs 25,299 cf Total Runoff Area = 59,325 sf Runoff Volume = 26,409 cf Average Runoff Depth = 5.34" 40.95% Pervious = 24,292 sf 59.05% Impervious = 35,033 sf Type III 24-hr 100-yr Rainfall=7.82"Post-development- Sand Filter Printed 10/4/2024Prepared by Wilcox & Barton, Inc. Page 1HydroCAD® 10.00-26 s/n 08777 © 2020 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=40,894 sf 85.67% Impervious Runoff Depth=7.00"Subcatchment 1S: EDA 1 Tc=10.0 min CN=WQ Runoff=5.89 cfs 23,845 cf Runoff Area=18,431 sf 0.00% Impervious Runoff Depth=4.42"Subcatchment 2S: EDA 2 Tc=10.0 min CN=WQ Runoff=1.91 cfs 6,784 cf Peak Elev=64.32' Storage=12,613 cf Inflow=7.80 cfs 30,629 cfPond P1: P1-RECONSTRUCTED BASIN Outflow=4.17 cfs 29,519 cf Inflow=4.17 cfs 29,519 cfLink POI 1: WETLAND Primary=4.17 cfs 29,519 cf Total Runoff Area = 59,325 sf Runoff Volume = 30,629 cf Average Runoff Depth = 6.20" 40.95% Pervious = 24,292 sf 59.05% Impervious = 35,033 sf PLANNINE DEPARTMENT CERTIFIED MAIL #7022 2410 0000 6508 8065 October 23.2024 David L.Frothingham III.P.E. Wilcox &Barton.Inc. 2 Home Avenue Concord.NI-I 03301 Dear Mr.Frothingham: Re:Appl.24-35P McDonald‘s Stormwater Basin Relocation. We are pleased to advise you that Planning Department staff approved with conditions the abovereferencedapplicationforaSitePlanModification. This approval is t0 expand the existing basin t0 increase capacity and t0 provide for a newdischargepointon753JohnFitchBoulevard,GC zone.as shown on plans prepared by Wilcox&Barton.lnc.,Project No.MCDSOO22 dated August 16.2024.This approval is subject to thefollowingmodifications: 1.Prior to commencement ofany site work.a meeting must be held with Town Staff.7 No building permit will be issued until the final mylars have been filed in the Town Clerk'soffice. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission.including bonds in the amount of $5.000 to ensurecompliancewiththeerosionandsedimentcontrolmeasuresand$20000 to ensure establishment of storm water system. All bonds must be in one ofthe forms described in the enclosed Bond Policv. U! .,3. An as—built plan is required prior to issuance ofa Certificate ofOccupancy per Section 9.1.3 ofthe Zoning Regulations. All plans used in the field by the developer must bear the stamp and authorized signature oftheTownofSouthWindsor. This approval does not constitute approval of the sanitary sewer.which can only be grantedbytheWaterPollutionControlAuthority. No building permits will be issued until the Office of State Traffic Administration certificatehasbeenissued(per CGS §14—31 l). The building street number must be included on the final plan. parking areas. are erected. John Fitch Bouleyard. .The grantor and grantee ofeasement should be identified on the plans. 1540 Sullivan Avenue,South Windsor,ET 05074 J Tel (860)6411:2511 Ext 2329 1 P|anning@SuuthWindsur-01.guv .Pavement markings must be maintained in good condition throughout the site drives and .All free—standing signs and/or building signs require the issuance ofa sign permit before they .The plans should correctly identify the property where the work will be completed as 753 Black and white transparent mylars of Sheet #C 1 .2 with the above modifications,together with three print copies of the entire set of plans with live signatures and raised seals must be submitted to this Commission to be stamped and signed.The letters of approval of this Commission as well as the Inland Wetlands Agency/Conservation Commission must be reproduced on the mylars. After the mylars have been signed by the Commission.they will be returned to you for filing in the Office ofthe Town Clerk.After filing these plans,a copy ofthe receipt must be submitted to the Planning Department. Sincerely. %"v</*i/”‘— Stephen Wagner‘Chairman Planning and Zoning Commission SW/js Don Cusson,Cusson Automotive Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal /