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HomeMy WebLinkAbout20-40P Progressive Sheet MetalTOWN OF SOUTH WINDSOR PLANNING 85 ZONING COMMISSION APPLICATION FORM Application Number:2 o ‘Ll O F omcial Receipt Date:7 ~7.$~ZO Munis Application #:v ?C,"/97 APPLICANT:Progressive Sheetmetal.LLC pROJECT NAME;Progressive Sheetmetal COMPLETE LOCATION OF PROPERTY:49 Mascolo Road.South VWndsor.CT 06074 OWNER OF RECORD ON LAND RECORDS:Mascolo Road Realty,LLC OWNER ADDRESS;36 Mascolo Road,South VWndsor,CT 06074 GIS PIN #57600049 ZONE ' NAME,ADDRESS,TELEPHONE 8a EMAIL ADDRESS OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: Daniel H.Jameson.P.E..Desian Professionals.Inc”21 Jeffrey Drive.South VWndsor.CT 06074,860-291-8755,djameson@dpinc.co Estimated presentation time:10ml E THIS APPLICATION IS FOR:(Check all that apply): D Temporary and Conditional Permit (Public Hearing Required)for D Temporary and Conditional Permit Renewal for D Detached In Law Apartment or E Accessory Apartment (Public Hearing and Certificate of Mailing Required) D Major Home Occupation (Certificate of Mailing Required)for U Other (explain in detail) PLEASE NOTE:An Application Pending Sign is required to be posted on the property for all applications ten (10)days prior to being heard by the Commission. <%ém @W Signature of Applicant Signature of Property Owner Ker—Pk Reoolreo Kir‘rk Reooheu Print Name of Applicant Print Name of Property Owner Revised 1/9/2017 D Zone Change to (Public Hearing and Certificate of Mailing Required)U Open Space Subdivision/Resubdivision (Public Hearing and Certificate of Mailing Required) D Subdivision D Minor D Major D Resubdivision (Public Hearing Required)D Minor E Major B Conditional Subdivision D Special Exception to Table (Public Hearing and Certificate of Mailing Required) Site Plan of Development B New Modification Building(s)Sq Ft 3'230 SF D General Plan of Development D Earth Filling (Sec.7.6)and/0r Earth Removal (Sec.7.16)(Public Hearing and Certificate of Mailing Required) B Regulation Amendment U Zoning D Subdivision —Attach proposed amendment (Public Hearing Required) 1 TOWN OF SOUTH WINDSOR CHECKLIST REQUIRED INFORMATION 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 and telephone of applicant. _____ b. Name, address and telephone number 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 equals 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 attached checklist for Architecture and Design Review. 2 _____ 4. Plot Plan: A layout map of the proposed site drawn to a scale of 1 inch equals 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 attached guidelines. _____ 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 February 2002; Rev. 4-04 esignrofessionals©···esign rofessionals· · · esign rofessionals 779 JOHN FITCH BOULEVARD TONYS TURTLE GAS LLC 47700779 167 NEWBERRY ROAD CENSKI MARLENE 63000167 56 MASCOLO ROAD DAY REALTY LLC 57600056 68 MASCOLO ROAD CYR RICHARD H & SANDRA 57600068 753 JOHN FITCH BOULEVARD DALENE STEVEN A 47700753 205 MEWBERRY ROAD FOX CALEB 63000205 211 NEWBERRY ROAD ACCORD REALTY LLC 63000211 797 JOHN FITCH BOULEVARD DUPREY FLORENCE ESTATE OF 47700797 29 MASCOLO ROAD CUSSON ENTERPRISES LLC 57600029 36 MASCOLO ROAD KAB HOLDINGS 57600036 874 MAIN STREET JE SHEPARD COMPANY THE 54900874 860 MAIN STREET JE SHEPARD COMPANY THE 54900860 785 JOHN FITCH BOULEVARD 785 JOHN FITCH BOULEVARD LLC 47700785 191 NEWBERRY ROAD BERNSTEIN PAUL &63000191 65 MASCOLO ROAD SIXTY FIVE MASCOLO ROAD CORP 57600065 825 JOHN FITCH BOULEVARD WIZE GUY REALTY LLC 47700825 769 JOHN FITCH BOULEVARD MCDONALD'S CORPORATION 47700769 894 MAIN STREET NEWBERRY HAROLD M III 54900894 735 JOHN FITCH BOULEVARD 729 JOHN FITCH BOULEVARD LLC 47700735 906 MAIN STREET JE SHEPARD COMPANY THE 54900906 179 NEWBERRY ROAD VERY MICHELE M 63000179 729 JOHN FITCH BOULEVARD 729 JOHN FITCH BOULEVARD LLC 47700729 95 NEWBERRY ROAD JE SHEPARD COMPANY THE 63000095 esignrofessionals©···STAKE TREES ONLY UPON THE APPROVAL OF THE LANDSCAPE ARCHITECT SEE STAKING DETAIL. WRAP TREE TRUNKS ONLY UPON THE APPROVAL OF THE LANDSCAPE ARCHITECT. SEE WRAPPING DETAIL. DO NOT HEAVILY PRUNE THE TREE AT PLANTING. PRUNE ONLY CROSSOVER LIMBS, CO-DOMINANT LEADERS, AND BROKEN OR DEAD BRANCHES. SOME INTERIOR TWIGS AND LATERAL BRANCHES MAY BE PRUNED; HOWEVER, DO NOT REMOVE THE TERMINAL BUDS OF BRANCHES THAT EXTEND TO THE EDGE OF THE CROWN. NOTE: FOR DIMENSIONS OF PLANTING AREAS, TYPES OF SOIL AMENDMENTS, OR SOIL REPLACEMENT, SEE "SOIL IMPROVEMENT DETAILS." NOTES: MARK THE NORTH SIDE OF THE TREE IN THE NURSERY, AND ROTATE TREE TO FACE NORTH AT THE SITE WHEN EVER POSSIBLE. SET TOP OF ROOT BALL FLUSH TO GRADE OR 25MM-50MM (1"-2") HIGHER IN SLOWLY DRAINING SOILS. MULCH RING, 1800MM (6') DIA. MIN. 2400MM (8') DIA. PREFERRED 50MM (2") MULCH. DO NOT PLACE MULCH IN CONTACT WITH TREE TRUNK. MAINTAIN THE MULCH WEED-FREE FOR A MIN. OF THREE YEARS AFTER PLANTING. EACH TREE MUST BE PLANTED SUCH THAT THE TRUNK FLARE IS VISIBLE AT THE TOP OF THE ROOT BALL. TREES WHERE THE TRUNK FLARE IS NOT VISIBLE SHALL BE REJECTED. DON'T COVER THE TOP OF THE ROOT BALL WITH SOIL. 100MM (4") HIGH EARTH SAUCER BEYOND EDGE OF ROOT BALL. REMOVE ALL TWINE, ROPE, WIRE AND BURLAP FROM TOP HALF OF ROOT BALL. REMOVE COMPLETELY IF SYNTHETIC IS USED. TAMP SOIL AROUND ROOT BALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOT BALL DOESN'T SHIFT. IF PLANT IS SHIPPED WITH A WIRE BASKET AROUND ROOT BALL, CUT THE WIRE BASKET IN FOUR PLACES AND FOLD DOWN 200MM (8") INTO PLANTING HOLE. PLACE ROOT BALL ON UNEXCAVATED OR TAMPED SOIL. 1.NO MULCH WITHIN 3" OF TREE TRUNK 2.THIS DETAIL ASSUMES THAT THE PLANTING SPACE IS LARGER THAN 2400 MM (8 FT.) SQUARE, OPEN TO THE SKY, AND NOT COVERED BY ANY PAVING OR GRATING. esignrofessionals©··· esignrofessionals©···“ ” “ ” “ ” “” “ · · esignrofessionals©··· esignrofessionals©···· · · ’ · · · · ’ · esignrofessionals©···“ ” · ·” ·“” · · · esignrofessionals©···6.0" [152 mm] MIN. 30.5" [775 mm] 6.0" [152 mm] MIN. 12.0' MAX. BURIAL DEPTH 58.0" [1473 mm] MIN. CENTER TO CENTER 52.0" [1321 mm]12.0" [305 mm] MIN. 10.0" MIN. FOR PAVED 12.0" MIN. FOR UNPAVED RECHARGER 330XLHD HEAVY DUTY CHAMBER IN SEPARATOR ROW CONFIGURATION MINIMUM 95% COMPACTED FILL PAVEMENT OR FINISHED GRADE CULTEC NO. 410 NON-WOVEN GEOTEXTILE AROUND STONE. TOP AND SIDES MANDATORY, BOTTOM PER ENGINEER'S DESIGN PREFERENCE HVLV FC-24 FEED CONNECTOR WHERE SPECIFIED 1-2 INCH WASHED, CRUSHED STONE CULTEC NO. 4800 WOVEN GEOTEXTILE TO BE PLACED BENEATH INTERNAL MANIFOLD FEATURE AND BENEATH ALL INLET/OUTLET PIPES (FOR SCOUR PROTECTION)PROJECT ENGINEER OF RECORD IS RESPONSIBLE FOR ENSURING THAT THE REQUIRED BEARING CAPACITY OF SUB-GRADE SOILS HAS BEEN MET 12.0' MAX. BURIAL DEPTH 8.4" [213 mm] MIN. CULTEC NO. 4800 WOVEN GEOTEXTILE TO BE PLACED BENEATH INTERNAL MANIFOLD FEATURE AND BENEATH ALL INLET/OUTLET PIPES (FOR SCOUR PROTECTION) TYPICAL CULTEC SEPARATOR ROW TRAFFIC RATED INSPECTION PORT (SEE DETAIL ) PAVEMENT OR FINISHED GRADE MIN. 95% COMPACTED FILL 1-2 INCH WASHED, CRUSHED STONE SURROUNDING CHAMBERS CULTEC NO. 410 NON-WOVEN GEOTEXTILE AROUND STONE. TOP AND SIDES ARE MANDATORY; BOTTOM PER ENGINEER'S DESIGN PREFERENCE. INLET/OUTLET PIPE PER ENGINEER DESIGN. PIPE TO BE INSERTED 12.0" MIN. INTO CHAMBER MAXIMUM PIPE SIZE: 24" HDPE 24" PVC esignrofessionals©····· · · F5.016" x 12" PILASTERREINF w/ 4#5 VERT &#3 TIES @ 10"FND WALL 8" REINF w/1 #5 CONT TOP & BOT1'-0" FACE OF EXISTTO CL OF NEW COL85'-0" OUT TO OUT FND1'-0" FACE OF FND TO CL OF COL29'-0"28'-0"26'-0"F5.0F5.016'-0"22'-0"38'-0"+/- OUT TO TO OUT FND (VERIFY CORNER COL)6" SLAB ON 6" COMPACT GRAVEL FILL& 6 MIL VAPOR BARRIER REINFORCEw/ ONE LAYER 6x6 W2.9/W2.9 WWFFINISH FLOOR EL 63'-10" (63.8')FTG 1'-0" x 1'-8" WIDEREINF w/2 #5 CONT.CONT REBARS THRU F5X5FTGTYP FND WALL 8"REINF w/1 #5 CONTTOP & BOT2S013S01SAWED CONTROL JOINT SAWED CONTROL JOINT SAWED CONTROL JOINT SAWED CONTROL JOINT3 S01 2A S01Scale: 1/4" = 1'-0"FOUNDATION PLAN 12 S01 FIN GR EL 63.0'FIN GR EL 62.5'+/-FIN GR EL 63.0'FIN GR EL 63.8'MATCH EXISTFIN GREL 63.8'+/-BFE 58'-10"BFE 58'-9"BFE 58'-10"BFE 58'-10"F5 x 5 1234GEDF3x6.0F3x6.05-#4x2'-0" HOOKEDDWL DRILLED &BONED INTO EXISTFTG5-#4x2'-0" HOOKEDDWL DRILLED &BONED INTO EXISTFTGCOL TIE 2 #5 REBARSENCASED IN CONCCOL TIE 2 #5 REBARSENCASED IN CONCSAWED CONTROLJOINT ALONG COL CLSAWED CONTROLJOINT ALONG COL CLTWE 63'-10"4S01SAWED CONTROL JOINT 7'-4"21'-8"FACE OF EXISTFOUNDATIONF5.014'-0" DEPRESS TOP/FND WALL 8" AT DOOR14'-0" DEPRESS TOP/FND WALL 8" AT DOOR2'-0"1'-0"#4 DWLS 1'-0" x 2'-6"SPACED 12" OC w/ 2#4 x14' TIES LOCATEBAR 2" BELOW TOP OFSLABF3.0F3.0F3.0F3.01'-4" 1'-4"2-5/8"x2'-0" SMOOTH BARSDRILLED & BONDED INTOEXIST WALL. TYP @ T&BOF WALL2-5/8"x2'-0"SMOOTH BARSDRILLED &BONDED INTOEXIST WALL. TYP@ T&B OF WALL4 - 34' x 1'-4" HEADEDAR FOR WIND BRACEROD ATTACHMENTSEE VP DETAIL D-12 - 12" x1'-0" AR TYP AT DOORJAMBS. SEE VP DETAILFRAMED OPENING DETAILS1'-11" WIDE GR BM REINF w/2 #5 TOP & BOT1'-11" WIDE GR BM REINF w/2 #5 TOP & BOT2 S02 1S025S0137'-6"+/- OPTIONAL CURB ON FND WALL SEE SECT 2A1'-9"+/- OPTIONAL CURBIF CURB IS INSTALLEDPROVIDE 1 12" DEEP x 12" LGFORM IN CURB ATPILASTER2 S01SEE PILASTER DETAIL 3/S02.TYP ON LINES D & GSEE PILASTER DETAIL 4/S02.SIMILAR AT G1SEE PILASTER DETAIL 5/S02.1'-6"PROVIDE 12" BIT PREMOLDEDFILLER & JT SEALANT ATPERIMETER OF PILASTERS &ALONG WALLS. TYPPROVIDE 12" BIT PREMOLDEDFILLER & JT SEALANT ATPERIMETER OF PILASTERS &ALONG WALLS. TYP5'-2" 1'-2" 3'-6" MIN GRADE TO BOT FTG 5'-0"1'-4"1'-11"1'-9"6" SLAB ON VAPOR BARRIER6x6 WWFCOLUMN TIE w/2 #5 HOOKBARS HOOKED BEHINDVERT BARS#5 BAR CONT TOP6" COMPACT GRAVEL FILL4#5 VERT BARS DWLTO FTG#5 BAR CONT BOTCONT KEYWAY5#5 BAR EA WAY BOT1/2" = 1'-0"SECTION TYPICAL PILASTER3#3 TIES @ 10"PROVIDE 2 @ TOPPROVIDE 14" HK ON DWLSANCHOR RODS (NOT SHOWN)PROVIDE A MIN OF 12"EMBEDMENT INTO CONC12" WIDE JOINT w/JOINTSEALANT & 12" BITPREMOLDED FILLER2"x2'-0" PERIMETERINSULATION WRAP AROUNDPILASTER3" MIN CLEAR1 1/2" DEEP SAW CUTw/JOINT SEALANTSLAB & ONELAYER OF WWF#5 TIE HOOK AROUNDPILASTER REINFFINISH TOP SMOOTH& PROVIDE BONDBREAKER3" CLEARCOVER5 12' MINScale: 1 1/2" = 1'-0"DETAIL COLUMN TIE4NOTES:1.TIE REBAR TO BE SET STRAIGHT ON CHAIRS.2.SPLICE TO BE OFFSET A MIN OF 36".3.SPLICES SHALL BE MADE w/ZAP SCREWLOK DEVICE OR EQUAL5'-0" +/- 1'-0"4'-0"+/- 3'-6" MIN GRADE TO BOT FTG1'-8"6"8"6"6" SLAB ON 6 MIL VAPORBARRIER6x6 WWF6" COMPACT GRAVELOR PROCESS STONE#5 BAR CONT TOP6" COMPACT BACKFILL#4 VERT DWL @ 48" OC#5 BAR CONT BOTCONT KEYWAY2#5 BAR CONT FTG1/2" = 1'-0"SECTION TYP FOUNDATION WALL212" WIDE JOINT w/JOINTSEALANT & 12" BITPREMOLDED FILLER2"x 2'-0" PERIMETERINSULATIONSTRUCTURAL GENERAL NOTES:GENERAL: VP BUILDINGS DESIGN INFORMATION AND DRAWINGS FOR WEST REACHCONSTRUCTION 5.21.20 FOR DETAILS AND MEMBER SIZES FOR THE BUILDING STRUCTURE.1.DESIGN AND LOADING:1.1.ALLOWABLE UNIT STRESSES AND DESIGN CRITERIA IN ACCORDANCE WITH THEFOLLOWING:A"BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318.B2015 INTERNATIONAL BUILDING CODE (IBC), AND CONNECTICUT 2018 BUILDING CODE1.2.LIVE LOADS:A ROOF LOADSaBASIC GROUND SNOW LOAD30 PSFbSNOW EXPOSURE FACTOR0.7 cBUILDING RISKCATEGORY II FOR DESIGNdIMPORTANCE FACTOR1.0eHUNG LOADS MISC3 PSF.1.3.LATERAL LOADS:AWIND LOADaSPEED125 MPH ULTIMATE & 96.82 MPH ALLOWABLE STRENGTH. bRISK CAT II DOE DESIGN cIMPORTANCE FACTOR1.0BSEISMIC LOAD: SEE VP BUILDING DESIGN DRAWINGS1.4. ALLOWABLE PRESUMPTIVE SOIL BEARING PRESSURE = 1,500 PSF (3/4 TONS/S.F.)1.5. DESIGN STRESSES AND MATERIAL:ACONCRETE (MINIMUM 28 DAY STRENGTH, NORMAL WEIGHT)a FOUNDATIONS3000 PSI b SLABS4000 PSIBREINFORCING STEELASTM A-615, Fy =60 KSI CWELDED WIREASTM A-815, Fy=60 KSI DBOLTS - ¾” DIA.ASTM A-325 E ADHESIVE ANCHORSaADHESIVE - HITLI HIT HY 10 PLUSbANCHOR ROD (AR) ASTM F1554 GRADE 36.cEXTERIOR ANCHORS TO BE GALVANIZED OR STAINLESS.2.FOUNDATION:2.1. ALL FOUNDATION EXCAVATIONS SHALL BE TO REQUIRED ELEVATION OR UNDISTURBEDSOIL. ALL FOUNDATIONS EXCAVATIONS SHALL BE TO SOUND GROUND.2.2.BOTTOM OF EXTERIOR FOOTINGS SHALL BE A MINIMUM OF 3'-6" BELOW FINISHED GRADEAND, UNLESS ON STRUCTURAL FILL, SHALL BE AT LEAST 1'-6" BELOW EXISTING GRADE,WHICHEVER IS DEEPER. UNLESS CALLED FOR ON STRUCTURAL FILL, INTERIOR FOOTINGSARE TO BE A MINIMUM 1'-6" BELOW EXISTING GRADE,2.3.STRUCTURAL FILL SHALL BE APPROVED STRUCTURAL GRAVEL COMPACTED IN 6" LAYERSTO 95% OF MODIFIED OPTIMUM DENSITY.2.4.BOTH SIDES OF FOUNDATION WALLS SHALL BE BACKFILLED SIMULTANEOUSLY SO AS TOPREVENT OVERTURNING OR LATERAL MOVEMENT OF WALLS.3.CONCRETE WORK AND REINFORCING:3.1. ALL FOUNDATION WALLS ARE TO BE CONTINUOUSLY KEYED TO FOOTINGS.3.2.REINFORCING TO BE LAPPED 40 BAR DIAMETERS AT ALL CORNERS, SPLICES, DOWELS, ETC.3.3.PROVIDE FOOTING DOWELS FOR EACH VERTICAL BAR IN WALLS.3.4.AIR-ENTRAIN EXTERIOR FOUNDATION WALLS AND ALL EXTERIOR EXPOSED CONCRETE.3.5.ALL CONCRETE SHALL CONTAIN A WATER REDUCING ADMIXTURE.3.6.THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS, INCLUDING DIMENSIONS ANDLOCATIONS, OF ALL OPENINGS, EMBEDDED ITEMS, ETC., FOR ALL OTHER TRADES.3.7. COVER FOR REINFORCING (EXCEPT AS NOTED ON DRAWINGS):ACONCRETE PLACED ON EARTH3"BFORMED CONCRETE EXPOSED TO GROUND OR WEATHER:a #6 BARS OR LARGER2"b #5 BARS OR SMALLER1-1/2"3.8.SLABS TO BE FINISHED BY SCREEDING, FLOATING AND STEEL TROWELED TO PRODUCEFINE FLAT FINISH. CURE SLAB BY COVERING WITH 4 MIL PLASTIC SHEET FOR SEVENDAYS.3.9.SLAB JOINTS SHALL BE SAWCUT WITH 24 HOURS OF PLACING SLAB. CUT TO BE 1 12" MINDEPTH.3.10.VAPOR BARRIER TO BE 6 MIL POLYETHYLENE SHEETS. TAPE ALL JOINTS.3.11.PERIMETER WALL INSULATION TO BE 2" THICK EXTRUDED POLYSTYRENE RIGID FOAMWITH AN R OF 10 AND EQUAL TO EQUAL TO OWENS CORNING FOAMULAR 150.3.12. INTEGRAL DRY SHAKE FLOOR HARDENER: HARDENER SHALL CONSIST OF A GRADEDMINERAL AGGREGATE AND SHALL BE APPLIED TO FRESHLY PLACED AND SCREEDEDCONCRETE. HARDENER SHALL BE EQUAL TO MASTERTOP 110ABR AND APPLIED AT RATE OF1.0 LBS PER SQ FT4. SLAB JOINTS:4.1. PROVIDE PREFORMED BITUMINOUS JOINT FILLER WITH A COMPRESSION RECOVERY OF70% AND COMPRESSION STRENGTH OF 100 TO 750 PSI. FILLER TO EQUAL FIBREEXPANSION JOINT BY W.R. MEADOWS OR MASCO FIBER JOINT FILLER WITH REMOVABLECAP.4.2. IN LOCATIONS THAT JOINT FILLER IS USED PROVIDE A REMOVABLE CAP TO ALLOWPLACING JOINT SEALANT.4.3. FILL SAW CUT JOINTS WITH FAST SETTING SEMI RIGID POLYUREA FLOOR JOINT FILLEREQUAL TO EUCO QUIKJOINT 200.4.4. FILL TOP SECTION OF JOINTS WITH A REMOVABLE CAP WITH ONE PART URETHANE SELFLEVELING SEALANT EQ TO SIKA SIKAFLEC.Scale: 1" = 1'-0"DETAIL NEW SLAB & CONTROL JOINT5NEW CONCRETE SLAB1 12" DP SAWCUTCONTROL JOINTS ASSHOWN ON PLAN.2 12" MIN COVER TOREINFONE LAYER 6x6/W2.9 x W2.9REMOVE & REPLACE APPROX 1'-6"OF EXIST GRADE MATERIAL &REPLACE w/PROCESS STONE ORGRAVEL. COMPACT SUB GRADE6" MIN THICKNESS OF PROCESSSTONE BASE.NOTES1.CONTROL JOINTS TO BE LOCATED AT 10' TO 19' MAX OC. OR ASSHOWN ON PLAN2.CONSTRUCTION JOINT TO BE LOCATED AT AT CONTRACTORS OPTION.PROVIDE DWLS AT CONSTRUCTION JOINTS.3.EXISTING GRAVEL CAN BE REUSE FOR FILL IF IT MEETS THE SPEC FORGRAVEL OR PROCESS STONE. SEE SPEC.4.PLACE AND COMPACT GRAVEL OR PROCESS STONE IN 6" LAYERSAPPROX EXISTING GRADE.SEE SITE PLANSFILL UNDER SLAB TO BE COMPACTEDPROCESS STONE OR GRAVEL PLACEIN 6" LAYERSFILL CONTROLS JOINTS w/SEMIRIGID SLAB JOINT SEALANT6 MIL VAPOR BARRIERUNDER SLAB.6" SLAB ON 6 MIL VAPORBARRIER6x6 WWFSEE SECTION 212" WIDE JOINT w/JOINT SEALANT &12" BIT PREMOLDED FILLEROPTIONAL 8" WIDE x 6" HIGH CONCCURB w/#5 BAR TOP. STOP CURBFOR INSTALLATION OF JAMB.AFTER JAMB INSTALLATION INFILLBET CURB & JAMB w/CONC.FIN GRADE1/2" = 1'-0"OPTIONAL CURB AT FND WALL2ANOTE: CURB IS OPTIONAL AND CAN BE PROVIDED WHENFOOTING SCHEDULEMARKFOOTING PLANSIZEFTGTHICKREINF TOPF3.03'-0" X 3'-0"1'-0"NONEF5x52'-6"5 #4 EA WAYFOOTING NOTES:1.LOCATE FOOTING ON COLUMN CENTER LINES OR AS NOTED ON PLANS OR DETAILS.2.HOOK ENDS OF ALTERNATE BARS IN EACH FTG.3.DOWEL EACH PIER VERT BARS TO THE FOOTING4.CONCRETE COVER 2" AT FORMED FACES & 3" CLEAR OF EARTH AT BOTTOM.5.TOP REINF TO BE LOCATED 3" CLEAR OF TOP OF FTG.5'-0" x 5'-0"REINFBOTTOM4 #4 EA WAY5 #5 EA WAYF5.01'-2"NONE5'-0" x 5'-0"6 #5 EA WAYF3x6.01'-2"4 #4 x 5'-6"6 #4 X 2'-6"3'-0"x 6'-0"5 #5 x 5'-6"6 #4 x 2'-6"PROGRESS JULY 7, 2020 8" FND WALL1'-0" FACE OF EXISTTO CL OF NEW COL1'-0" FACE OF FND TO CL OF COL29'-0"28'-0"26'-0"16'-0"22'-0"38'-0"+/- OUT TO TO OUT FND 6" SLAB ON COMPACT GRAVELFINISH FLOOR EL 63'-10" (63.8')8" FND WALLTYPSAWED CONTROL JOINT SAWED CONTROL JOINTFIN GR EL 63.0'FIN GR EL 62.5'+/-FIN GR EL 63.0'FIN GR EL 63.8'MATCH EXISTFIN GREL 63.8'+/-1234GEDTWE 63'-10"SAWED CONTROL JOINT FACE OF EXIST BUILDING& FOUNDATIONCABLE WINDBRACE ANCHORSAWED CONTROL JOINT SAWED CONTROL JOINT EXISTING MASONTRY BUILDING (LAYOUT IS APPROX)85'-0" PROPOSED METAL BUILDINGSAWED CONTROL JOINTSAWED CONTROL JOINTSAWED CONTROL JOINT14'x14' OVERHEAD DOOREXIST 3'-0" WIDE DOORPROVIDE EXITLIGHT OVER DOORScale: 1/8" = 1'-0"49 MASCOLO ROAD FLOOR PLAN 1NORTH 15'-0" FACE OF NEW FOUNDATION FEFEFEFEF E FE WORK ROOMCONF ROOMMECH RMOFFICEHANDICAP TOILTOILETTOILETCLOSETELEC PNLELEC PNLELEC PNLTRANSFORMEROVER HEAD POWERFEED TO BE BURIEDEXIST FIREEXTINGUISHEREXIST WALL CONSISTS OF12" THICK CONCRETE WALLWITH 12" CMU ABOVE. TOPOF CONC 5'-1" ABOVE FINFLOORAC CONDENSINGUNIT ON PADGAS METERDDScale: 1/8" = 1'-0"WEST ELEVATIONS (SHOWNING PROPOSED ADDTION)338'-0" PROPOSED METAL BUILDINGEXIST MASONRY BLDG BEYOND15'-0" EXIST MASONRYBLDG BEYOND19'-7" +/- 17'-6"+/- PARAPET VARIESEXIST WALL MT'DLIGHTEXIST WALL MT'DLIGHTEXIST WALL MT'DFLOOD LIGHTEXIST STUCCOPAINTED WHITEEXIST BRICKPILASTEREXIST CONC WALLEXIST CONC WALLPROPOSED FINISHEDGRADE1234Scale: 1/8" = 1'-0"NORTH ELEVATIONS (STREET SIDE)285'-0" PROPOSED METAL BUILDINGEXISTING MASONTRY BUILDING49EXIST CHIMNEY(NOT BEING USED)EXIST PAINTED 12" CMU WALLEXIST PAINTED 12" CMU WALLNEW METAL SIDINGNEW PREFINISHED METALTRIMNEW METAL ROOFOVERHEAD DOOROVERHEAD DOORAC CONDENSINGUNIT ON PADGAS METERVENTEXISTING LANDSCAPING IS NOT SHOWNNEW 3'-0" WIDEDOOREXIST STUCCO PAINTEDWHITE TYPEXIST BRICKPILASTERPROPOSED FINISHEDGRADEFINAL REVIEW JULY 24, 2020 Stormwater Management Report Progressive Sheetmetal 49 Mascolo Rd South Windsor, CT Prepared for: Progressive Sheetmetal, LLC 36 Mascolo Road South Windsor, CT Prepared by: Design Professionals, Inc. 21 Jeffrey Drive South Windsor, CT July 13, 2020 Table of Contents Section Page Introduction 1 Pre-Development Site Conditions 1 Post-Development Site Conditions 1 Conclusion 2 Appendices A NRCS Soil Map & Data B Groundwater Recharge Volume GRV Calculation Underground Chamber Storage C Water Quality Flow WQF Calculations Isolator Row Specs Barracuda Specs D Storm Sewer Analysis E Drainage Area Maps Drainage Area Map 1 Introduction Progressive Sheetmetal, LLC is proposing a 3,230 SF + building expansion to their existing 8,724 + SF building. Progressive Sheetmetal’s 0.88 + acre parcel is located at 49 Mascolo Road, South Windsor, Connecticut. The property is referenced on the Town of South Windsor Tax Assessors map as GIS#57600049. The proposed development will include the construction of the 3,230 + SF building expansion and associated site improvements to include, but not be limited to, new parking areas for standard vehicles, landscaping, lighting, utility upgrades and stormwater management BMP’s. Of the 0.88 + acre parcel, approximately 0.34 + acres are proposed to be disturbed for the construction of the industrial facility. There are no wetlands located on site. For more information, please refer to the plans entitled “Progressive Sheetmetal ~ Site Plan Modification ~ 49 Macolo Road ~ South Windsor, CT ~ GIS#5760049” prepared by Design Professionals, Inc. and dated June 29th, 2020, as amended. Pre-Development Site Conditions The existing site currently operates as an industrial manufacturing facility with a mix of impervious areas including parking spaces, drive aisles, and the existing 8,724 SF building. The site is abutted by industrial properties to the east and west, and woodland areas to the south. All runoff generated on site currently sheet flows across the northern property line to the stormwater capture system for Mascolo Road. Based on a review of town topo and aerial imagery, all stormwater collected in the Mascolo Road stormwater system gets discharged to the Newberry Brook. The Newberry Brook is a tributary stream of the Connecticut River. Based on Natural Resources Conservation Service (NRCS) Hydrologic Soil Group (HSG) mapping, all soils onsite are type B/D. See Appendix A for The NRCS Soil Map & Data. Post-Development Site Conditions The subject project proposes the construction of a 3,230 + SF building expansion and associated site improvements to accommodate. Due to the site’s proximity to the Connecticut River and associated flood plain, it is assumed that limiting post-development peak flows to be equal to or less than pre-developed peak flows is not required or warranted. The proposed drainage system was designed to update the site to water quality standards of Connecticut’s 2004 Stormwater Quality Manual. Ground Water Recharge and Water Quality Flow considerations as specified in the manual were the key design factors considered. To achieve these two design objectives, the following is proposed: • Ground Water Recharge: One Cultec R-330XLHD underground stormwater chamber is proposed to facilitate groundwater recharge of the roof area of the proposed addition and west parking surface area. The Groundwater Recharge Volume calculation and the underground chamber stage storage report is included as Appendix B of this report. 2 • Water Quality Flow: The Cultec R-330XLHD underground chamber will also treatment all runoff from the western parking area. Runoff collected in the eastern parking area will be treated via an ADS Barracuda S3 Hydrodynamic Separator. Both the underground chamber and hydrodynamic separator unit were selected based on their ability to treat the determined Water Quality Flow rate for the area draining to each. Water Quality Flow calculations and Manufacturer specs on both systems are included in Appendix C of this report. A drainage area map showing areas considered for both groundwater recharge and water quality flow is included as Appendix E of this report. Storm Sewer Collection System The proposed subsurface stormwater collection and conveyance system was designed to adequately convey proposed runoff under 10- year storm event conditions. The design of the storm sewers followed the guidelines set forth in the Connecticut Department of Transportation’s Drainage Manual. It is estimated that during a 10-year storm event, all proposed subsurface culverts will convey storm runoff without resulting in any unacceptable flooding conditions. The computations are included as Appendix D. Conclusion The proposed stormwater management system as discussed herein and shown on the referenced plans is appropriate for the proposed development on the subject site, is consistent with Town and State requirements, and should not pose any detrimental impacts to the surrounding stormwater conditions. APPENDIX A NRCS Soil Map & Data APPENDIX B Ground Water Recharge Volume 49 Mascolo Road – Progressive Sheet Metal DPI Project No:3838 July 13, 2020 Groundwater Recharge Volume Calculations Per 2004 Connecticut Stormwater Quality Manual, Section 7.5.1: Areas for Calculation: Water Quality Basin (P2), Car Parking Area (P3), Truck Parking Area (P4), and Roof Areas (P5 & P6) Area (acres) West Parking & Addition Roof Impervious 0.14 Pervious 0.14 Total Area 0.14 %Impervious 100% Groundwater Recharge Volume (GRV) = (D)(A)(I)/12, where: D = Depth of runoff volume (per Table 7-4) A = Site Area (acres) I = Post Development Site Imperviousness (decimal) Hydraulic Soil Groups on Site: HSG=B D= 0.25” GRV = (D)(A acres)(I)/12 inches per foot GRV = (0.25”)(.14 acres)(1.00) /12 inches per foot GRV = 0.003 acre-feet required = 127.05 cft Proposed BMP The proposed Cultec R-330XLHD in the west parking area will provide 132.2 cft of stormwater storage below the systems outlet invert @ Elev. 57.84. See storage summary sheet included in the appendix of this report. Type III 24-hr 2-yr Rainfall=3.11"3838 - HydroCAD Printed 4/30/2020Prepared by Design Professionals Inc. HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond UGC: UGC [43] Hint: Has no inflow (Outflow=Zero) Volume Invert Avail.Storage Storage Description #1A 54.30' 69 cf 6.33'W x 10.50'L x 3.54'H Field A 236 cf Overall - 63 cf Embedded = 172 cf x 40.0% Voids #2A 54.80' 63 cf Cultec R-330XLHD Inside #1 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50' x 7.45 sf x 1 rows 132 cf Total Available Storage Storage Group A created with Chamber Wizard APPENDIX C Water Quality FLow 49 Mascolo Road – Progressive Sheet Metal DPI Project No:3838 July 13, 2020 Water Quality Flow Calculations Per 2004 Connecticut Stormwater Quality Manual Per Appendix B page B-3: Water Quality Flow (WQF) = (qu)(A)(Q), where: qu = unit peak discharge (cfs/mi2/inch) per Exhibit 4-III A = drainage area (mi2) Q = runoff depth (in watershed inches) = [Water Quality Volume (WQV) (in acre-feet)] x [12 inches/foot] / drainage area (acres) West Parking Area To find Unit Peak Discharge qu with Exhibit 4-III, the following is needed: Time of Concentration (Tc): 6 mins = 0.1 hours Initial Abstraction (Ia) in inches / Design Precipitation (P) in inches: Initial abstraction (Ia) from Table 4-I in Chapter 4 of TR-55 needs Curve Number (CN) CN = 98 Ia = 0.043 inches Design Precipitation (P) = 1” for water quality storms per Appendix B Ia/P = 0.043 Unit Peak Discharge qu = 700 cfs/mi2/inch Drainage Area A = 2,785 sf = 0.063 acres = 0.0001 mi2 Runoff Depth Q = WQV (acre-feet) x 12 / drainage area (acres) Water Quality Volume (WQV) = (1”)(R)(A)/12, where: R = volumetric runoff coefficient = 0.05 + 0.009(I), where I = percent impervious cover = 100% R = 0.05 + 0.009(I) R = 0.05 + 0.009(100.0) R = 0.95 A = drainage area in acres = 0.063 acres WQV = (1”)(R)(A)/12 WQV = (1”)(0.950)(0.063 acres) / 12 in/ft WQV = 0.005 acre-feet Q = (WQV X 12 in/ft)/Drainage Area Q = (0.005 acre-feet x 12 in/ft) / 0.063 acres Q = 0.95 in WQF = qu x A x Q WQF = 700 cfs/mi2/inch x 0.0001 mi2 x 0.95 in WQF = 0.067 cfs required Proposed As shown on the enclosed water quality per unit sizing report, the proposed Cultec Isolator chamber (utilizing 1 ~ R-330XLHD chamber @ 0.17 cfs treated flow rate per chamber) is rated for 80% TSS removal for the required 0.067 cfs water quality flow. The current design plan proposes 1 isolator chamber for the subject area, providing 0.17 cfs of WQF. See isolator row sizing chart included in the appendix. East Parking Area To find Unit Peak Discharge qu with Exhibit 4-III, the following is needed: Time of Concentration (Tc): 6 mins = 0.1 hours Initial Abstraction (Ia) in inches / Design Precipitation (P) in inches: Initial abstraction (Ia) from Table 4-I in Chapter 4 of TR-55 needs Curve Number (CN) CN = 85 Ia = 0.353 inches Design Precipitation (P) = 1” for water quality storms per Appendix B Ia/P = 0.353 Unit Peak Discharge qu = 550 cfs/mi2/inch Drainage Area A = 14,757 sf = 0.34 acres = 0.0005 mi2 Runoff Depth Q = WQV (acre-feet) x 12 / drainage area (acres) Water Quality Volume (WQV) = (1”)(R)(A)/12, where: R = volumetric runoff coefficient = 0.05 + 0.009(I), where I = percent impervious cover = 64.15% R = 0.05 + 0.009(I) R = 0.05 + 0.009(64.15) R = 0.63 A = drainage area in acres = 0.34 acres WQV = (1”)(R)(A)/12 WQV = (1”)(0.63)(0.34 acres) / 12 in/ft WQV = 0.018 acre-feet Q = (WQV X 12 in/ft)/Drainage Area Q = (0.018 acre-feet x 12 in/ft) / 0.34 acres Q = 0.64 in WQF = qu x A x Q WQF = 550 cfs/mi2/inch x 0.0005 mi2 x 0.64 in WQF = 0.18 cfs required Proposed As shown on the enclosed water quality per unit sizing report, the proposed ADS S3 Barracuda is rated for 80% TSS removal for the required 0.18 cfs water quality flow. See the ADA Barracuda sizing chart included in the appendix. CULTEC Separator Row Sizing Tables (Imperial) Maine DEP / ADS Equivalent Sizing (OK 110 Particle Distribution) ETV (ETV / NJDEP Particle Distribution) 80% TSS Flow Rate (Maine DEP) Chamber Width Installed Chamber Length Bottom Area Treatment Rate / Chamber CONTACTOR 100HD 2.5 gpm/sf 3.00’ 7.5’ 22.50 s.f. 0.125 cfs RECHARGER 150XLHD 2.5 gpm/sf 2.75’ 10.25’ 28.18 s.f. 0.157 cfs RECHARGER 180HD 2.5 gpm/sf 3.00’ 6.33’ 18.99 s.f. 0.106 cfs RECHARGER 280HD 2.5 gpm/sf 3.91’ 7.00’ 27.37 s.f. 0.152 cfs RECHARGER 330XLHD 2.5 gpm/sf 4.33’ 7.00’ 31.31 s.f. 0.174 cfs RECHARGER 360HD 2.5 gpm/sf 5.00’ 3.67’ 18.35 s.f. 0.102 cfs RECHARGER 902HD 2.5 gpm/sf 6.50’ 3.67’ 23.86 s.f. 0.133 cfs 80% TSS Flow Rate (ETV) Chamber Width Installed Chamber Length Bottom Area Treatment Rate / Chamber CONTACTOR 100HD 1.0 gpm/sf 3.00’ 7.5’ 22.50 s.f. 0.050 cfs RECHARGER 150XLHD 1.0 gpm/sf 2.75’ 10.25’ 28.18 s.f. 0.063 cfs RECHARGER 180HD 1.0 gpm/sf 3.00’ 6.33’ 18.99 s.f. 0.042 cfs RECHARGER 280HD 1.0 gpm/sf 3.91’ 7.00’ 27.37 s.f. 0.061 cfs RECHARGER 330XLHD 1.0 gpm/sf 4.33’ 7.00’ 31.31 s.f. 0.070 cfs RECHARGER 360HD 1.0 gpm/sf 5.00’ 3.67’ 18.35 s.f. 0.041 cfs RECHARGER 902HD 1.0 gpm/sf 6.50’ 3.67’ 23.86 s.f. 0.053 cfs ADS Service: ADS representatives are committed to providing you with the answers to all your questions, including specifications, installation and more. The MosT AdvAnced NaMe iN waTer MaNageMeNT soluTioNs TM The Barracuda S4 is a market-changing stormwater quality technology. This high performance vortex hydrodynamic separator is designed to remove total suspended solids in order to protect our precious receiving waters. The Barracuda is also an outstanding value that offers multiple pipe configurations, and quick installation. Features: • Single manhole design • No elevation loss between the inlet and outlet • Flexible inlet/outlet positions (not just 180 degree orientation) • Internal bypass for inline installation (where applicable) • Revolutionary, patent pending “teeth” mitigate turbulence in the sump area to prevent resuspension of captured contaminants. BeNeFIts: • Internal components are in stock for quick delivery. • The S4 can be provided within a 48” ADS HP Manhole, to be factory fabricated and delivered complete to the jobsite. • The S4 can also be installed in a standard 48” precast manhole. The Barracuda “teeth” apparatus is fabricated and designed for quick and easy field assembly. • Designed for easy maintenance using a vacuum truck or similar equipment. • Inspection and maintenance are performed from the surface with no confined space entry. s4 Inline Configuration Offline Configuration The MosT AdvAnced NaMe iN waTer MaNageMeNT soluTioNs TM Advanced Drainage Systems, Inc. 4640 Trueman Blvd., Hilliard, OH 43026 1-800-821-6710 www.ads-pipe.com ADS “Terms and Conditions of Sale” are available on the website, www.ads-pipe.com . The ADS logo, Barracuda logo, and the Green Stripe are registered trademarks of Advanced Drainage Systems, Inc. BaySaver and BayFilter are registered trademarks of BaySaver Technologies, Inc. © 2017 Advanced Drainage Systems, Inc. #11051 10/17 CS BarraCuDa s4 sPeCIFICatION MaterIals aND DesIgN • Concrete Structures: Designed for H-20 traffic loading and applicable soil loads or as otherwise determined by a Licensed Professional Engineer. The materials and structural design of the devices shall be per ASTM C857 and ASTM C858. • 48” HP Manhole Structures: Made from an impact modified copolymer polypropylene meeting the material requirements of ASTM F2764. The eccentric cone reducer shall be manufactured from polyethylene material meeting ASTM D3350 cell class 213320C. Gaskets shall be made of material meeting the requirements of ASTM F477. • Separator internals shall be substantially constructed of stainless steel, polyethylene or other thermoplastic material approved by the manufacturer. PerFOrMaNCe • The stormwater treatment unit shall be an inline unit capable of conveying 100% of the design peak flow. If peak flow rates exceed maximum hydraulic rate, the unit shall be installed offline. • • The stormwater treatment unit internals shall consist of (1) separator cone assembly, and (1) sump assembly which includes (4) legs with “teeth”. INstallatION Installation of the stormwater treatment unit(s) shall be performed per manufacturer’s installation instructions. Such instructions can be obtained by calling Advanced Drainage Systems at (800) 821-6710 or by logging on to www.ads-pipe.com or www.baysaver.com. Barracuda s4 48” 1.08 CFS 1.25 CFS 6.25 CFS Manhole Diameter 80% removal OK-110 50% tss per NJCat Max Hydraulic rate The Barracuda unit shall be designed to remove at least 80% of the suspended solids on an annual aggregate removal basis. Said removal shall be based on full-scale third party testing using OK-110 media gradation or equivalent and 300 mg/L influent concentration. Said full scale testing shall have included sediment capture based on actual total mass collected by the stormwater treatment unit. - OR - The Barracuda unit shall be designed to remove at least 50% of TSS using a media mix with d50=75 micron and 200 mg/L influent concentration. - OR - The Barracuda unit shall be designed to remove at least 50% of TSS per current NJDEP/NJCAT HDS protocol . BaySaver Technologies, LLC November 1, 2017 1030 Deer Hollow Drive Mount Airy, MD 21771 (301) 679-0640;dfigola@ads-pipe.com ATTENTION:Daniel Figola, General Manager REFERENCE:Third Party Review of Testing Procedures for BarracudaTM Separator at the Mid Atlantic Storm Water Research Center, 1207 Park Ridge Drive, Mount Airy, MD 21771 SUMMARY Boggs Environmental Consultants, Inc.(BEC) was hired by Advanced Drainage Systems (ADS) in August of 2017, to serve as independent third-party oversight of the BaySaver Barracuda S4 Separator test unit for removal of sediment with equivalent particle size distribution to the industry standard OK-110. The BaySaver Barracuda S4 is a storm water treatment device with a Maximum Treatment Flow Rate (MTFR) of approximately 1.08 cubic feet per second (cfs) that removes suspended solids from storm water runoff, with an average removal efficiency of 80% at the MTFR and a feed concentration of 300 mg/L. The device is an insert that can be installed in either Polypropylene plastic pipe or concrete vault, and consists of a cone (vortex separator) and baffles (“teeth”). SCALED RESULTS Testing flow rates ranged from 0.31 to 1.61 cfs, with a feed OK-110 concentration of 300 mg/L. Based upon New Jersey scaling methodology, the table below represents treatment and device information for the S4, S6, and S8 units. Table 1:MTFR's and Sizing for BaySaver Barracuda Models Model 1 Man- hole Diam- eter 1 (ft) OK110 80 % TSS Maximum Treatment Flow Rate (cfs) Treat- ment Area (ft 2) Hydraulic Loading rate (gpm/ft 2) Chamber Depth (ft) Wet Volume (ft 3) 50% Maximum Sediment Storage 2 (ft 3) Barracuda S4 4 1.08 12.57 38 .6 6.83 75.4 10.47 Barracuda S6 6 2.43 28.27 38 .6 6.83 169.7 23.56 Barracuda S8 8 4.32 50.27 38 .6 11.03 512.7 41.89 Notes: 1.In some areas, Barracuda units are available in additional diameters. Units not listed here are sized not to exceed 38.6 gpm/ft2 of effective treatment during the peak water quality flow. 2.50% Sediment Storage Capacity is equal to manhole diameter x 10 inches of sediment depth. Each Barracuda unit has a 20 inches deep sediment sump. Should you have any questions, contact our office at your earliest convenience. Sincerely, BOGGS E NVIRONMENTAL C ONSULTANTS , INC . William R. Warfel Principal Environmental Scientist Robin J. Maliszewskyj Chemical Engineer ENVIRONMENTAL SCIENCE, ENGINEERING & INDUSTRIAL HYGIENE SERVICES Middletown, MD & Morgantown, WV Administrative Office: 200 W Main Street Office (301) 694-5687 Middletown, Maryland 21769 Fax (301) 694-9799 SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 43026ADVANCED DRAINAGE SYSTEMS, INC.R1 110/20/17 EKH----STANDARD DETAILREVDWNCKDDESCRIPTIONBARRACUDA S4 HPNOT TO SCALE1030 Deer Hollow DriveMount Airy, MD 217711-800-BAYSAVER1-800-229-728348" HP MANHOLE 30"" FRAME & COVER " FABRICATED PP OUTLET STUB " FABRICATED PP INLET STUB PLAN VIEW NTS INTEGRATED INTERNAL WEIR FIN ARRAY (TYP 4 PLACES) -6.92 SUMP 0.00 INLET 2.50 RIM 0.00 OUTLET SECTION VIEW A-A NTS LOAD BEARING TOP SLAB (DESIGN BY OTHERS) ASPHALT INSTALLATION CONCRETE SUPPORT COLLAR TO BE POURED AROUND TOP OF STRUCTURE TO SUPPORT FLAT TOP 12" (MIN) 6" (MIN) CLASS I BACKFILL & BEDDING PER ASTM D2321, MATERIAL SHALL BE WELL PLACED UNIFORMLY AROUND STRUCTURE AND INLET CONNECTIONS AND COMPACTED IN 8" MAX LIFTS AT LEAST 18" FROM OUTSIDE OF STRUCTURE. 30"" FRAME & COVER TURF INSTALLATION 6" (MIN) DESIGN BY SITE ENGINEER PER LOADING AND SOIL CONDITIONS 30.0" (30" MIN) 83" " FABRICATED PP INLET STUB BOWL FIN ARRAY (TYP 4 PLACES) FLOOR SECTION VIEW B-B NTS 6" MIN. OVERLAP BARRACUDA S4 UNIT ID PEAK FLOW RATE TREATMENT FLOW RATE BMP#1 1.25 CFS (CFS) (CFS) 8.17' [98.0"] 9.42' [113.0"] " FABRICATED PP OUTLET STUB 18" (MIN) 18" (MIN) 12" (MIN) BOWL FIN ARRAY (TYP 4 PLACES) INTEGRATED INTERNAL WEIR INTEGRATED INTERNAL WEIR 1030 Deer Hollow DriveMount Airy, MD 217711-800-BAYSAVER1-800-229-7283VARIABLE OUTLET LOCATIONS VARIABLE INLET LOCATIONS VARIABLE OUTLET LOCATIONS VARIABLE INLET LOCATIONS SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 43026ADVANCED DRAINAGE SYSTEMS, INC.R1 110/20/17 EKH----STANDARD DETAILREVDWNCKDDESCRIPTIONBARRACUDA S4NOT TO SCALE1030 Deer Hollow DriveMount Airy, MD 217711-800-BAYSAVER1-800-229-728348" HP MANHOLE 30"" FRAME & COVER " OUTLET PIPE " INLET PIPE PLAN VIEW NTS INTEGRATED INTERNAL WEIR FIN ARRAY (TYP 4 PLACES) -6.92 SUMP 0.00 INLET 2.50 RIM 0.00 OUTLET SECTION VIEW A-A NTS ASPHALT INSTALLATION 30"" FRAME & COVER TURF INSTALLATION 30.0" (30" MIN) 83" " INLET PIPE ( " OUTLET PIPE NOT SHOWN FOR CLARITY ) BOWL FIN ARRAY (TYP 4 PLACES) SECTION VIEW B-B NTS 12" (MIN) BARRACUDA S4 UNIT ID PEAK FLOW RATE TREATMENT FLOW RATE BMP#1 1.25 CFS (CFS) (CFS) 8.92' [107.0"] 9.42' [113.0"] FIN ARRAY (TYP 4 PLACES) BOWL INTEGRATED INTERNAL WEIR INTEGRATED INTERNAL WEIR 1030 Deer Hollow DriveMount Airy, MD 217711-800-BAYSAVER1-800-229-7283 4640 TRUEMAN BLVD. HILLIARD, OH 43026 (800) 821-6710 www.ads-pipe.com 1 MG1.01 ©ADS 2017 One of the advantages of the BaySaver Barracuda is the ease of maintenance. Like any system that collects pollutants, the BaySaver Barracuda must be maintained for continued effectiveness. Maintenance is a simple procedure performed using a vacuum truck or similar equipment. The systems were designed to minimize the volume of water removed during routine maintenance, reducing disposal costs. Contractors can access the pollutants stored in the manhole through the manhole cover. This allows them to gain vacuum hose access to the bottom of the manhole to remove sediment and trash. There is no confined space entry necessary for inspection or maintenance. The entire maintenance procedure typically takes from 2 to 4 hours, depending on the size of the system, the captured material, and the capacity of the vacuum truck. Local regulations may apply to the maintenance procedure. Safe an d legal disposal of pollutants is the responsibility of the maintenance contractor. Maintenance should be performed only by a qualified contractor. Inspection and Cleaning Cycle Periodic inspection is needed to determine the need for and frequency of maint enance. You should begin inspecting as soon as construction is complete and thereafter on an annual basis. Typically, the system needs to be cleaned every 1-3 years. Excessive oils, fuels or sediments may reduce the maintenance cycle. Periodic inspection is important. Determining When to Clean To determine the sediment depth, the maintenance contractor should lower a stadia rod into the manhole until it contacts the top of the captured sediment and mark that spot on the rod. Then push the probe through to the bottom of the sump and mark that spot to determine sediment depth. Maintenance should occur when the sediment has reached the levels indicated in the Storage Capacity Chart. BaySaver Barracuda Storage Capacities Model Manhole Diameter Treatment Chamber Capacity Standard Sediment Capacity (20” depth) NJDEP Sediment Capacity (50% of standard depth) S3 36” 212 gallons 0.44 cubic yards 0.22 cubic yards S4 48” 564 gallons 0.78 cubic yards 0.39 cubic yards S5 60” 881 gallons 1.21 cubic yards 0.61 cubic yards S6 72” 1269 gallons 1.75 cubic yards 0.88 cubic yards S8 96” 3835 gallons 3.10 cubic yards 1.55 cubic yards S10 120” 7496 gallons 4.85 cubic yards 2.43 cubic yards Maintenance Instructions 1. Remove the manhole cover to provide access to the pollutant storage. Pollutants are stored in the sump, below the bowl assembly visible from the surface. You’ll access this area through the 10” diameter access cylinder. Maintenance Guide BaySaver BarracudaTM July 2017 2 4640 TRUEMAN BLVD. HILLIARD, OH 43026 (800) 821-6710 www.ads-pipe.com MG1.01 ©ADS 2017 2. Use a vacuum truck or other similar equipment to remove all water, debris, oils and sediment. See figure 1. 3. Use a high pressure hose to clean the manhole of all the remaining sediment and debris. Then, use the vacuum truck to remove the water. 4. Fill the cleaned manhole with water until the level reaches the invert of the outlet pipe. 5. Replace the manhole cover. 6. Dispose of the polluted water, oils, sediment and trash at an approved facility. • Local regulations prohibit the discharge of solid material into the sanitary system. Check with the local sewer authority for authority to discharge the liquid. • Some localities treat the pollutants as leachate. Check with local regulators about disposal requirements. • Additional local regulations may apply to the maintenance procedure. Figure 1 APPENDIX D Storm Sewer Analysis 49 Mascolo Road– Progressive Sheet Metal Storm Sewer Analysis July 13, 2020 Peak Flow Calculations (Rational Method) Q = C I A Q = Peak Flow (cfs) C = Runoff Coefficient I = Intensity (in/hr) A = Drainage Area (Acres) West Parking Area Drainage Area A = 6,018 sf = 0.14 acres Rain Intensity I =7.45 in/hr @ 5 min duration (Per NOAA Atlas 14) Runoff Coefficient C = 0.90 (Impervious) Q = 0.90 x 7.45 in/hr x 0.14 acres Q = 0.94 CFS Capacity Check A 12” HDPE @ 0.92% is proposed as the final conveyance to send runoff from the western parking area to the stormwater collection system in Mascolo Road. Manning equation results considering a roughness coefficient of n=0.013 for HDPE pipe, determined the capacity of the proposed 12” pipe to be 3.49 CFS. The 12” HDPE @ 0.92% slope has sufficient capacity to convey the 10-yr peak flow of 0.94 CFS. Manning equation calculations are included in this Appendix. East Parking Area Drainage Area A = 14,756 sf = 0.34 acres Rain Intensity I =7.45 in/hr @ 5 min duration (Per NOAA Atlas 14) Runoff Coefficient C = [0.12 acres x 0.25 (Grass)] + [0.22 acres x 0.90 (Impervious)] / (0.34 Total Acres) C = 0.67 Q = 0.67 x 7.45 in/hr x 0.34 acres Q = 1.70 CFS Capacity Check A 12” HDPE @ 1.00% is proposed to convey runoff from the eastern parking area to the stormwater collection system in Mascolo Road. Manning equation results considering a roughness coefficient of n=0.013 for HDPE pipe, determined the capacity of the proposed 12” pipe to be 3.68 CFS. The 12” HDPE @ 1.00% slope has sufficient capacity to convey the 10-yr peak flow of 0.94 CFS. Manning equation calculations are included in this Appendix. APPENDIX E Drainage Area Maps esignrofessionals©··· PLANNING DEPARMENT IN-HOUSE REFERRAL FORM DATE:7/17/20 TO:Michael Maniscalco,Michael Gantick,Walter Summers,Jeff Doolittle Ray Favreau,Chris Dougan,Heather Oatis,Kevin Cooney,Tony Manfre, John Caldwell,Andrea Confrancesco,Chris Duchesne,Vincent Stetson FROM:Michele Lipe,AICP,Director of Planning The Flaming &Engineering Departments have received plans for the following proj ects: Appl 20-40P,Progressive Sheetmetal LLC Location:49 Mascolo Road Project Description:3,230 sf addition on then westerly side of the building Future Town-owned property involved?D Yes @ No D new street(s)B new detention area D new open space/recreation area B active Bpassive Planning Department notes: Please comment by 7/3 1/20 and return to the Planning Department. &Site Plan E Subdivision No.Acres 38,248 sf Zone I &Industrial E Commercial D Residential No.Lots/Units Water:%Public D Private Well Sewerage:%Public E Septic System 1540 SULLIVAN AVENUE 0 SOUTH WINDSOR,CT 06074 TELEPHONE (860)644—2511 August 25,2020 Progressive Sheet Metal LLC C/O Daniel Jameson Design Professionals,Inc. 21 Jeffrey Drive South Windsor,CT 06074 Dear Mr.Jameson: RE:Appl.20—4OP,Progressive Sheet Metal LLC —request for a site plan modification to add approximately 3,230 sf to the existing facility,on property located at 49 Mascolo Road,I zone Please be advised the above referenced matter has been scheduled on the Planning 8a Zoning Commission Regular Meeting agenda for Tuesday,September 8,2020 at7:00 p.111.This meeting will be held online via a WebeX Conference call.Someone must call in to represent the application.Call in information will be available when the application for this meeting is posted and Will be sent to you. One Sign advertising the meeting must be posted on the property for ten (10)consecutive days prior to the hearing and must be clearly visible from a town street.The sign must be posted on Mascolo Road by Friday,August 28,2020. Signs can be picked up at the main entrance of the Town Hall,1540 SullivanAvenue,in the large grey plastic drop off bin next to the main entrance doors.Please call (860)644-2511 Ext 329 if you have any questions,Monday -Friday,8:00 a.m.— 4:30 p.m. Sincerely, Lauren Zarambo Planning Department Secretary Appl #20-40P,Progressive Sheetmetal Addition Flaming Department Report 9—8-20 .Request for site plan modification approval to construct a 3,230 sf addition to the westerly side ofthe exiting building,49 Mascolo Rd,I zone. .The addition will be used as ma 'g space.There will be two overhead doors that will service the building and it will be set back 30 feet from the front face ofthe building. .The parking requirements for the identified uses is 16 spaces;13 spaces are provided as striped spaces with 3 spaces shown in reserve.The applicant proposes to restripe the parking lot on the easterly side of the building to accommodate 13 spaces and 2 reserves spaces;and on the westerly sidel reserve space is shown. This site was originally developer pre—impervious coverage regulations and is existing at 75%coverage.With this proposal,the applicant is reducing the coverage to 64.5%which brings it into conformance. .There is no new lighting shown on the plan except a building light on the new addition.The applicant has provided light level readings from the existing parking area and feel they have adequate lighting. There are no regulated wetlands on this site and disturbance no IWA/CC permitwasnotrequired.Jeff Folger has reviewed the Erosion Plans and suggests requiring bonds to be collected in the amount of $3,000 to ensure proper placement and maintenance of erosion and sediment controls. This project was not reviewed by the ADRC due to summer scheduling.The proposed building will be set back 30 and will be a metal paneled building with a metal roof. .The property is currently served by public water and septic system.Heater Oatis,Environmental Health Officer,has reviewed the plans. 9.The Fire Marshal has reviewed the plan and has no concems. 10.If this application is approved,the Planning Dept requests no approval modifications requested. 4M I“ /2020/0317 PLANNINE DEPARTMENT March 22,2022 West Reach Construction Co.,Inc. 17 Hillcrest Road Bolton,CT 06043 To Whom It May Concern: Re:App].20-40P Progressive Sheet Metal E&S Bond I am pleased to advise you that the South Windsor Flaming and Zoning Commission,at its Special Meeting 0n March 15,2022,voted to release the following bonds: Appl.20-40P Progressive Sheet Metal E&S Bond in the amount of $3,000 reduced by $3,000 to leave a balance of-0-. A check in the amount of $3,000 plus any interest accrued will be mailed to you. Very truly yours}‘ewW Bart Pacekonis,Chairman PLANNING &ZONING COMMISSION BP/cgo 15M]Sullivan Avenue.Snuth Windsur,CT DEDM Tel (850)544-2511 Ext 32H l P|anning@SnulhV.’indsul-CT.90V