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HomeMy WebLinkAbout21-56P Prime Wellness Parking Reconfiguration 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 ©···esignrofessionalsesign rofessionals· · · esign rofessionals 60 BURNHAM STREET TRUTH BAPTIST CHURCH OF -15600060 80 BURNHAM STREET CURRENT RESIDENT 15600080 96 BURNHAM STREET SZUKI GEORGE H & CYNTHIA V 15600096 150 BURNHAM STREET KIDS-5 LLC 15600150 160 BURNHAM STREET CONN STATE OF 15600160 210 BURNHAM STREET CURRENT RESIDENT 15600210 104 ELLINGTON ROAD CURRENT RESIDENT 30300104 112 ELLINGTON ROAD CURRENT RESIDENT 30300112 125 ELLINGTON ROAD ARG STWINCT001 LLC 30300125 5 JOHN FITCH BLVD ALLIANCE ENERGY CORP 47700005 13 JOHN FITCH BLVD CARON DAVID 47700013 19 JOHN FITCH BLVD 19 JOHN FITCH BOULEVARD II LLC 47700019 37 JOHN FITCH BLVD CIL REALTY INCORPORATED 47700037 84 JOHN FITCH BLVD TONYS TURTLE GAS LLC 47700084 90 JOHN FITCH BLVD GILL JASON 47700090 95 JOHN FITCH BLVD MCGUIRE ROAD ASSOCIATES LLC 47700095 98 JOHN FITCH BLVD CONN STATE OF 47700098 500 KING STREET CALABRESE MARK 50400500 510 KING STREET UCCELLO ROBERT A & JESSICA 50400510 542 KING STREET MCGUIRE ROAD ASSOCIATES LLC 50400542 37 MCGUIRE ROAD SUNDERLAND EDWARD T III 58500037 59 MCGUIRE ROAD MCGUIRE ROAD ASSOCIATES LLC 58500059 39 SPIELMAN ROAD DUNTZ KATHY L 84100039 75 SPIELMAN ROAD TONUCCI RICHARD L & BERNICE A 84100075 83 SPIELMAN ROAD TONUCCI RICHARD L & BERNICE A 84100083 108 SPIELMAN ROAD LATORRE EDA 84100108 101 BURNHAM STREET ARORA JAWAHAR LAL & REKHA 1619 105 BURNHAM STREET TOWN OF EAST HARTFORD 1620 107 BURNHAM STREET CHAN ERNESTO CALVERT & LOUISE P 1621 149 BURNHAM STREET P & Z ELLINGTON ROAD REALTY LLC 1622 157 BURNHAM STREET P & Z ELLINGTON ROAD REALTY LLC 1623 400 ELLINGTON ROAD MUMFORD CHARLES R SR 4074 405 ELLINGTON ROAD P & Z ELLINGTON ROAD REALTY LLC 4075 ©···esignrofessionals· · · ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals· · · ’ · · · · ’ · ©···esignrofessionalsSTAKE 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. LOAMY SOILS ARE DEFINED AS GRANULAR OR BLOCKY FRIABLE SOILS, A MIXTURE OF SAND, SILT AND CLAY THE SOIL MUST NOT BE SO COMPACTED AS TO IMPEDE ROOT GROWTH OR DRAINAGE. MASSIVE. THE SOIL MUST BE TESTED FOR TEXTURE, DRAINAGE CAPABILITY, PH, AND NUTRIENT VALUES PRIOR TO DETERMINING PLANT SELECTIONS AND ANY ADDITIONAL SOIL IMPROVEMENTS. THE LOAM CLASSIFICATIONS MAY PRESENT SPECIAL PLANTING PLANTING PROBLEMS NOT ANTICIPATED BY THIS DETAIL. BETWEEN 15 TO 27%: LOAM, SANDY LOAM AND SILT LOAM. NOTE THAT SOILS AT THE OUTER LIMITS OF INCLUDE THE FOLLOWING USDA TEXTURAL CLASSIFICATIONS AND HAVE A CLAY CONTENT OF LOAMY SOILS PARTICLES WITH A MINIMUM OF 1.5% BY DRY WEIGHT ORGANIC MATTER. THE SOIL STRUCTURE SHALL NOT BE PLATY OR NOTES: 2 X ROOT BALL DIAMETER NOTE: FOR DETAILED REQUIREMENTS RELATED TO THE PLANTING OF THE TREE IN THE IMPROVED SOIL, SEE "TREE PLANTING DETAIL."BACK FILL WITH EXISTING SOIL. IN SANDY LOAM SOILS, ADD 20% MAX. BY VOLUME COMPOSTED ORGANIC MATERIAL TO THE EXISTING SOIL.LOAMY SOIL TAMP SOIL AROUND ROOT BALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOT BALL DOES NOT SHIFT. 1:1 SLOPE ON SIDES OF PLANTING HOLE. UNEXCAVATED OR COMPACTED MOUND UNDER THE ROOT BALL TO PREVENT SETTLEMENT. 1.FOR TREES PLANTED IN NON-RESTRICTED SOIL CONDITIONS. 2.THIS DETAIL ASSUMES THAT THE AREA OF LOAMY SOIL AVAILABLE TO EACH TREE IS A MINIMUM OF 45 SQ. M (500 SQ. 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ISOLATOR ROW PLUS FOR SEDIMENT A.INSPECTION PORTS (IF PRESENT) A.1.REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2.REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3.USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4.LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B.ALL ISOLATOR PLUS ROWS B.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS B.2.USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE i)MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY ii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2)CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS A.A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B.APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C.VACUUM STRUCTURE SUMP AS REQUIRED STEP 3)REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4)INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1.INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2.CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) SC-160LP ISOLATOR ROW PLUS DETAIL NTS CATCH BASIN OR MANHOLE STORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES SC-160LP CHAMBER 8" (200 mm) HDPE ACCESS PIPE REQUIRED USE 8" OPEN END CAP PART #: SC160IEPP08 OPTIONAL INSPECTION PORT SC-160LP END CAP ONE LAYER OF ADSPLUS125 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 4' (1.2 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS WEIR WEIR HEIGHT TBD BY SITE DESIGN ENGINEER NOTE: INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION CREST. STORMTECH CHAMBER CONCRETE COLLAR PAVEMENT 12" (300 mm) MIN WIDTH CONCRETE SLAB 6" (150 mm) MIN THICKNESS 4" PVC INSPECTION PORT DETAIL (SC SERIES CHAMBER) NTS 8" NYLOPLAST INSPECTION PORT BODY (PART# 2708AG4IPKIT) OR TRAFFIC RATED BOX W/SOLID LOCKING COVER CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS 4" (100 mm) SDR 35 PIPE 4" (100 mm) INSERTA TEE TO BE CENTERED ON CORRUGATION CREST MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT D FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/A PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PREPARATION REQUIREMENTS. C INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 14" (355 mm) ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C' LAYER. GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR PROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER. AASHTO M145¹ A-1, A-2-4, A-3 OR AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 BEGIN COMPACTIONS AFTER 12" (300 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 6" (150 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR PROCESSED AGGREGATE MATERIALS. ROLLER GROSS VEHICLE WEIGHT NOT TO EXCEED 12,000 lbs (53 kN). DYNAMIC FORCE NOT TO EXCEED 20,000 lbs (89 kN). B EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE.CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 NO COMPACTION REQUIRED. A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3 PLEASE NOTE: 1.THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE". 2.STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 6" (150 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3.WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. 4.ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. ACCEPTABLE FILL MATERIALS: STORMTECH SC-160LP CHAMBER SYSTEMS NOTES: 1.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 2.CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 3.THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 4.PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 1.5” ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 400 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. D C B *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 20" (510 mm). 14" (350 mm) MIN* 10' (3.0 m) MAX 6" (150 mm) MIN 12" (300 mm) MIN 25" (635 mm) 12" (300 mm) MIN DEPTH OF BASE STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 6" (150 mm) MINA 12" (305 mm) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) PERIMETER STONE (SEE NOTE 4) SC-160LP END CAP SUBGRADE SOILS (SEE NOTE 3) NO SPACING REQUIRED BETWEEN CHAMBERS PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN CRUSHED, ANGULAR STONE IN A & B LAYERS Not to Scale TYPE C & CL CATCH BASIN1 Not to Scale PAVED LEAKOFF2 Not to Scale CATCH BASIN TRAP HOOD3 Design rofessionals © · · · ···· esign rofessionals © · · · ···· esignrofessionals©····· · · ! """#$%&’()*+,$%%&+(-.%&(//+0 Stormwater Management Statement Prime Wellness Retail Establishment 45, 59, & 73 John Fitch Blvd. South Windsor, CT March 7, 2022 Introduction Prime Wellness, is proposing a 20-space parking expansion to the existing parking lot currently serving the commercial buildings at 59 and 73 John Fitch Blvd. The parking expansion is proposed on the 45 John Fitch Blvd property. The properties are referenced on the Town of South Windsor Tax Assessors map as GIS # 47700045, 47700059, and 47700073 for 45, 59, & 73 John Fitch Blvd. respectively. The proposed development will include the construction of the 20 space parking lot and associated site improvements to include, but not limited to, landscaping, lighting, and stormwater management BMP’s. The combined tract is 3.77+ acres, 0.30+ acres of which is proposed to be disturbed during construction. For more information, please refer to the plans entitled “Prime Wellness Hybrid Retail Establishment Parking ~ Site Plan of Development ~ 45, 59, & 73 John Fitch Boulevard ~ South Windsor ~ CT ~ Facility Also Known as 75 John Fitch Boulevard” prepared by Design Professionals, Inc., and dated March 7th, 2022, as amended. Discussion No runoff from the proposed parking area will enter the stormwater management system for the existing parking lot or John Fitch Boulevard. A 2,557+ cft Stormtech underground infiltration system is proposed to retain, infiltrate, and treat runoff from the new parking area for all storms up to and including the 100-yr, 24-hr storm event. HydroCAD computer modeling software was used to model the storm condition. The Natural Resources Conservation Service’s TR-55 Manual was followed in predicting peak rates of runoff and volumes. Rainfall data from NOAA Atlas 14 Point Frequency Estimates was used to generate the 100-yr storm condition for the site. NOAA Atlas 14 rainfall data is included in Attachment B for reference. The design of the infiltration basin considered data from previous soil testing conducted by DPI at neighboring 95 John Fitch Boulevard. Deep test pit data from the testing indicated that high water is expected to be approximately 62”-89” below the surface. Percolation testing also demonstrated that the soil there achieved an infiltration rate greater than 1 min / inch (60 inches / hour). Review of web soil survey data indicated that soils in the area of the proposed underground infiltration system were similar to those at 95 John Fitch Boulevard. With this DPI based design assumptions for the underground infiltration system on this data. The basin design considered a infiltration rate of 5 inches / hour (maximum recommended rate without field measured soil data), and minimum separation distance of 36” to the high-water elevation as recommended in the CT 2004 Water Quality Manual. The average depth to high water was assumed at 75.5”+ (6.29’) below the surface. Considering 75.5” to high water and the Page 2 recommended 36” separation distance; the underground chamber system design took credit for infiltration only where the bottom of chamber elevation would be no more than 39.5” (3.29’) below the existing surface. With this, only portions of the basin below existing ground elevation 49.00 was considered capable of infiltration (bottom of stone elevation: 45.70 + 3.29 = 48.99). The final basin design proposes 140 Stromtech SC-160LP chambers, 24 of which will be located within the existing elevation 49 contour. These 24 chambers were the only chambers modeled considering infiltration, the remaining were added solely for retention volume. Please see Attachments A and D for HydroCAD model results and the drainage area map for the site respectively. Water Quality Both proposed catchbasins will have 2’ sumps and trap hoods for preliminary stormwater treatment. The proposed Stormtech underground infiltration system will also include two Isolator rows to further address water quality for the new pavement surface. The isolator rows were sized based on the determined water quality flow rate as recommended in the CT 2004 Water Quality Manual and manufacturer’s specifications for treated flow rate per chamber. The two isolation rows will have two chambers each (4 total isolation chambers). See Attachment C for water quality flow calcs and Stormtech Isolator row manufacture’s specifications. Conclusion The proposed stormwater management system upgrades as discussed herein and shown on the referenced plans is appropriate for the proposed development on the subject site and should not pose any detrimental impacts to the environment. Please contact us with any questions. Sincerely, DESIGN PROFESSIONALS, INC. Daniel H. Jameson, P.E. Project Manager G:\jobs\3364\3364.H\Engineering\Stormwater\3364.H - Drainage Statement.docx Attachment A HydroCAD 100-yr summary P1 Parking Area PP1 Infiltration Basin Routing Diagram for 3364.H - HydroCAD Prepared by Design Professionals, Inc. , Printed 3/7/2022 HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Conditions Type III 24-hr 100-yr 24 hr Rainfall=7.75"3364.H - HydroCAD Printed 3/7/2022Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Parking Area Runoff = 1.56 cfs @ 12.08 hrs, Volume= 0.126 af, Depth= 7.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Type III 24-hr 100-yr 24 hr Rainfall=7.75" Area (sf) CN Description 97 80 >75% Grass cover, Good, HSG D 428 61 >75% Grass cover, Good, HSG B * 8,548 98 IMPERVIOUS 9,073 96 Weighted Average 525 5.79% Pervious Area 8,548 94.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1: Parking Area Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 100-yr 24 hr Rainfall=7.75" Runoff Area=9,073 sf Runoff Volume=0.126 af Runoff Depth=7.27" Tc=6.0 min CN=96 1.56 cfs Proposed Conditions Type III 24-hr 100-yr 24 hr Rainfall=7.75"3364.H - HydroCAD Printed 3/7/2022Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP1: Infiltration Basin Inflow Area = 0.208 ac, 94.21% Impervious, Inflow Depth = 7.27" for 100-yr 24 hr event Inflow = 1.56 cfs @ 12.08 hrs, Volume= 0.126 af Outflow = 0.10 cfs @ 13.57 hrs, Volume= 0.126 af, Atten= 94%, Lag= 89.2 min Discarded = 0.10 cfs @ 13.57 hrs, Volume= 0.126 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.04 hrs Peak Elev= 47.57' @ 13.57 hrs Surf.Area= 571 sf Storage= 2,431 cf Plug-Flow detention time= 222.8 min calculated for 0.126 af (100% of inflow) Center-of-Mass det. time= 222.7 min ( 975.6 - 753.0 ) Volume Invert Avail.Storage Storage Description #1A 45.70' 290 cf 18.67'W x 23.83'L x 2.00'H Field A 890 cf Overall - 164 cf Embedded = 725 cf x 40.0% Voids #2A 46.20' 164 cf ADS_StormTech SC-160LP +Cap x 24 Inside #1 Effective Size= 18.0"W x 12.0"H => 0.96 sf x 7.12'L = 6.8 cf Overall Size= 25.0"W x 12.0"H x 7.56'L with 0.44' Overlap 24 Chambers in 8 Rows #3B 45.70' 90 cf 4.08'W x 30.95'L x 2.00'H Field B 253 cf Overall - 27 cf Embedded = 225 cf x 40.0% Voids #4B 46.20' 27 cf ADS_StormTech SC-160LP +Cap x 4 Inside #3 Effective Size= 18.0"W x 12.0"H => 0.96 sf x 7.12'L = 6.8 cf Overall Size= 25.0"W x 12.0"H x 7.56'L with 0.44' Overlap #5C 45.70' 1,219 cf 18.67'W x 102.15'L x 2.00'H Field C -Impervious 3,813 cf Overall - 766 cf Embedded = 3,048 cf x 40.0% Voids #6C 46.20' 766 cf ADS_StormTech SC-160LP +Cap x 112 Inside #5 Effective Size= 18.0"W x 12.0"H => 0.96 sf x 7.12'L = 6.8 cf Overall Size= 25.0"W x 12.0"H x 7.56'L with 0.44' Overlap 112 Chambers in 8 Rows 2,557 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Storage Group C created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 45.70'5.000 in/hr Exfiltration over Wetted area Discarded OutFlow Max=0.10 cfs @ 13.57 hrs HW=47.57' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.10 cfs) Proposed Conditions Type III 24-hr 100-yr 24 hr Rainfall=7.75"3364.H - HydroCAD Printed 3/7/2022Prepared by Design Professionals, Inc. Page 4HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP1: Infiltration Basin Inflow Discarded Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.208 ac Peak Elev=47.57' Storage=2,431 cf 1.56 cfs 0.10 cfs G:\jobs\3364\3364.H\Engineering\Stormwater\3364.H - Drainage Statement.docx Attachment B NOAA Atlas 14 Rainfall Data 12/15/21, 10:47 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=41.8019&lon=-72.6202&data=depth&units=english&series=pds 1/4 NOAA Atlas 14, Volume 10, Version 3 Location name: South Windsor, Connecticut, USA* Latitude: 41.8019°, Longitude: -72.6202° Elevation: 54.7 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sandra Pavlovic, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Orlan Wilhite NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.334 (0.262‑0.426) 0.406 (0.318‑0.518) 0.523 (0.408‑0.669) 0.620 (0.481‑0.798) 0.753 (0.565‑1.02) 0.854 (0.628‑1.18) 0.959 (0.684‑1.38) 1.08 (0.727‑1.58) 1.25 (0.809‑1.90) 1.39 (0.877‑2.16) 10-min 0.474 (0.371‑0.604) 0.575 (0.450‑0.733) 0.740 (0.578‑0.949) 0.878 (0.681‑1.13) 1.07 (0.800‑1.44) 1.21 (0.889‑1.67) 1.36 (0.968‑1.95) 1.53 (1.03‑2.24) 1.77 (1.15‑2.69) 1.96 (1.24‑3.06) 15-min 0.557 (0.437‑0.710) 0.677 (0.530‑0.863) 0.872 (0.681‑1.12) 1.03 (0.801‑1.33) 1.25 (0.941‑1.69) 1.42 (1.05‑1.96) 1.60 (1.14‑2.29) 1.80 (1.21‑2.64) 2.08 (1.35‑3.17) 2.31 (1.46‑3.60) 30-min 0.747 (0.585‑0.951) 0.908 (0.711‑1.16) 1.17 (0.915‑1.50) 1.39 (1.08‑1.79) 1.70 (1.27‑2.29) 1.92 (1.41‑2.65) 2.16 (1.54‑3.10) 2.43 (1.64‑3.57) 2.81 (1.82‑4.29) 3.13 (1.98‑4.87) 60-min 0.936 (0.733‑1.19) 1.14 (0.893‑1.45) 1.48 (1.15‑1.89) 1.75 (1.36‑2.26) 2.13 (1.60‑2.88) 2.42 (1.78‑3.34) 2.72 (1.94‑3.91) 3.06 (2.07‑4.50) 3.55 (2.30‑5.40) 3.94 (2.49‑6.14) 2-hr 1.22 (0.958‑1.54) 1.47 (1.16‑1.87) 1.89 (1.49‑2.41) 2.24 (1.75‑2.87) 2.72 (2.06‑3.66) 3.08 (2.28‑4.24) 3.46 (2.49‑4.97) 3.91 (2.65‑5.71) 4.58 (2.98‑6.94) 5.14 (3.26‑7.96) 3-hr 1.40 (1.11‑1.77) 1.70 (1.34‑2.14) 2.18 (1.71‑2.76) 2.58 (2.02‑3.29) 3.13 (2.37‑4.19) 3.53 (2.63‑4.86) 3.97 (2.88‑5.70) 4.50 (3.05‑6.55) 5.30 (3.45‑8.01) 5.99 (3.81‑9.22) 6-hr 1.75 (1.39‑2.19) 2.12 (1.69‑2.67) 2.74 (2.17‑3.45) 3.25 (2.56‑4.11) 3.94 (3.01‑5.27) 4.46 (3.34‑6.11) 5.02 (3.66‑7.19) 5.71 (3.89‑8.27) 6.78 (4.43‑10.2) 7.69 (4.91‑11.8) 12-hr 2.12 (1.70‑2.65) 2.60 (2.08‑3.25) 3.39 (2.70‑4.24) 4.04 (3.20‑5.08) 4.93 (3.79‑6.55) 5.59 (4.21‑7.61) 6.31 (4.63‑8.99) 7.20 (4.92‑10.4) 8.59 (5.63‑12.8) 9.79 (6.26‑14.9) 24-hr 2.47 (1.99‑3.06) 3.08 (2.48‑3.81) 4.06 (3.26‑5.06) 4.88 (3.89‑6.11) 6.01 (4.65‑7.95) 6.83 (5.19‑9.29) 7.75 (5.74‑11.0) 8.91 (6.10‑12.7) 10.8 (7.07‑15.9) 12.4 (7.95‑18.7) 2-day 2.80 (2.27‑3.44) 3.53 (2.86‑4.35) 4.74 (3.82‑5.86) 5.74 (4.60‑7.14) 7.12 (5.55‑9.40) 8.11 (6.21‑11.0) 9.24 (6.93‑13.2) 10.7 (7.37‑15.3) 13.2 (8.70‑19.4) 15.4 (9.91‑23.1) 3-day 3.04 (2.48‑3.73) 3.86 (3.13‑4.73) 5.18 (4.19‑6.38) 6.28 (5.05‑7.78) 7.79 (6.10‑10.3) 8.89 (6.83‑12.0) 10.1 (7.63‑14.5) 11.8 (8.12‑16.7) 14.6 (9.61‑21.4) 17.0 (11.0‑25.5) 4-day 3.26 (2.66‑3.99) 4.12 (3.36‑5.05) 5.53 (4.49‑6.80) 6.70 (5.40‑8.28) 8.31 (6.52‑10.9) 9.47 (7.30‑12.8) 10.8 (8.15‑15.4) 12.6 (8.66‑17.8) 15.5 (10.3‑22.7) 18.2 (11.7‑27.1) 7-day 3.85 (3.16‑4.68) 4.81 (3.94‑5.86) 6.39 (5.21‑7.81) 7.69 (6.23‑9.46) 9.49 (7.47‑12.4) 10.8 (8.34‑14.5) 12.3 (9.26‑17.3) 14.2 (9.83‑20.0) 17.4 (11.5‑25.3) 20.3 (13.1‑30.0) 10-day 4.45 (3.66‑5.40) 5.47 (4.49‑6.64) 7.13 (5.83‑8.68) 8.50 (6.91‑10.4) 10.4 (8.20‑13.5) 11.8 (9.11‑15.7) 13.3 (10.0‑18.6) 15.3 (10.6‑21.4) 18.6 (12.3‑26.9) 21.4 (13.9‑31.7) 20-day 6.41 (5.30‑7.72) 7.48 (6.18‑9.02) 9.23 (7.60‑11.2) 10.7 (8.74‑13.0) 12.7 (10.0‑16.2) 14.2 (10.9‑18.6) 15.8 (11.8‑21.6) 17.7 (12.4‑24.6) 20.7 (13.8‑29.8) 23.3 (15.1‑34.1) 30-day 8.09 (6.72‑9.72) 9.19 (7.62‑11.0) 11.0 (9.08‑13.3) 12.5 (10.2‑15.1) 14.5 (11.5‑18.4) 16.1 (12.4‑20.8) 17.7 (13.2‑23.8) 19.5 (13.7‑26.9) 22.2 (14.9‑31.7) 24.4 (15.9‑35.7) 45-day 10.2 (8.52‑12.2) 11.4 (9.45‑13.6) 13.2 (11.0‑15.9) 14.8 (12.2‑17.8) 16.9 (13.4‑21.2) 18.5 (14.3‑23.7) 20.1 (14.9‑26.7) 21.8 (15.4‑30.0) 24.1 (16.2‑34.3) 25.9 (16.9‑37.7) 60-day 12.0 (10.0‑14.3) 13.2 (11.0‑15.8) 15.1 (12.6‑18.1) 16.7 (13.8‑20.1) 18.9 (15.0‑23.6) 20.6 (15.9‑26.3) 22.3 (16.5‑29.3) 23.9 (16.9‑32.7) 25.9 (17.5‑36.7) 27.3 (17.9‑39.7) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical G:\jobs\3364\3364.H\Engineering\Stormwater\3364.H - Drainage Statement.docx Attachment C WQF & Stormtech Iso row Specs Prime Wellness Retail Establishment - DPI No.3364.H March 07, 2022 1 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) ISOLATION CHAMBER DESIGN (CB1 & CB2) To find Unit Peak Discharge qu with Exhibit 4-III, the following is needed: Time of Concentration (Tc): 6 mins = 0.10 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 = 96 Ia = 0.083 inches Design Precipitation (P) = 1” for water quality storms per Appendix B Ia/P = 0.083 Unit Peak Discharge qu = 650 cfs/mi2/inch Drainage Area A = 9,073 sf = 0.21 acres = 0.00033 mi2 *Excludes proposed roof area 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 = 94.21% R = 0.05 + 0.009(I) R = 0.05 + 0.009(94.21) R = 0.898 A = drainage area in acres = 0.21 acres WQV = (1”)(R)(A)/12 WQV = (1”)(0.898)(0.21 acres) / 12 in/ft WQV = 0.0157 acre-feet Q = (WQV X 12 in/ft)/Drainage Area Q = (0.0157 acre-feet x 12 in/ft) / 0.21 acres Q = 0.897 in WQF = qu x A x Q WQF = 650 cfs/mi2/inch x 0.00033 mi2 x 0.897 in WQF = 0.192 cfs required Proposed The two proposed isolation chamber systems with 2 ~ SC-160LP Stormtech Chambers each (@ 0.055 cfs treated flow rate per chamber) is rated for 80% TSS removal for the required 0.192 cfs water quality flow. The current design plan will provide 0.22 cfs of WQF (4 total chambers). See isolator row sizing chart included in the appendix. G:\jobs\3364\3364.H\Engineering\Stormwater\3364.H - Drainage Statement.docx Attachment D Drainage Area Map esignrofessionals ©···esignrofessionalsesign rofessionals· · · esign rofessionals 60 BURNHAM STREET TRUTH BAPTIST CHURCH OF -15600060 80 BURNHAM STREET CURRENT RESIDENT 15600080 96 BURNHAM STREET SZUKI GEORGE H & CYNTHIA V 15600096 150 BURNHAM STREET KIDS-5 LLC 15600150 160 BURNHAM STREET CONN STATE OF 15600160 210 BURNHAM STREET CURRENT RESIDENT 15600210 104 ELLINGTON ROAD CURRENT RESIDENT 30300104 112 ELLINGTON ROAD CURRENT RESIDENT 30300112 125 ELLINGTON ROAD ARG STWINCT001 LLC 30300125 5 JOHN FITCH BLVD ALLIANCE ENERGY CORP 47700005 13 JOHN FITCH BLVD CARON DAVID 47700013 19 JOHN FITCH BLVD 19 JOHN FITCH BOULEVARD II LLC 47700019 37 JOHN FITCH BLVD CIL REALTY INCORPORATED 47700037 84 JOHN FITCH BLVD TONYS TURTLE GAS LLC 47700084 90 JOHN FITCH BLVD GILL JASON 47700090 95 JOHN FITCH BLVD MCGUIRE ROAD ASSOCIATES LLC 47700095 98 JOHN FITCH BLVD CONN STATE OF 47700098 500 KING STREET CALABRESE MARK 50400500 510 KING STREET UCCELLO ROBERT A & JESSICA 50400510 542 KING STREET MCGUIRE ROAD ASSOCIATES LLC 50400542 37 MCGUIRE ROAD SUNDERLAND EDWARD T III 58500037 59 MCGUIRE ROAD MCGUIRE ROAD ASSOCIATES LLC 58500059 39 SPIELMAN ROAD DUNTZ KATHY L 84100039 75 SPIELMAN ROAD TONUCCI RICHARD L & BERNICE A 84100075 83 SPIELMAN ROAD TONUCCI RICHARD L & BERNICE A 84100083 108 SPIELMAN ROAD LATORRE EDA 84100108 101 BURNHAM STREET ARORA JAWAHAR LAL & REKHA 1619 105 BURNHAM STREET TOWN OF EAST HARTFORD 1620 107 BURNHAM STREET CHAN ERNESTO CALVERT & LOUISE P 1621 149 BURNHAM STREET P & Z ELLINGTON ROAD REALTY LLC 1622 157 BURNHAM STREET P & Z ELLINGTON ROAD REALTY LLC 1623 400 ELLINGTON ROAD MUMFORD CHARLES R SR 4074 405 ELLINGTON ROAD P & Z ELLINGTON ROAD REALTY LLC 4075 ©···esignrofessionals· · · ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals· · · ’ · · · · ’ · ©···esignrofessionalsSTAKE 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. LOAMY SOILS ARE DEFINED AS GRANULAR OR BLOCKY FRIABLE SOILS, A MIXTURE OF SAND, SILT AND CLAY THE SOIL MUST NOT BE SO COMPACTED AS TO IMPEDE ROOT GROWTH OR DRAINAGE. MASSIVE. THE SOIL MUST BE TESTED FOR TEXTURE, DRAINAGE CAPABILITY, PH, AND NUTRIENT VALUES PRIOR TO DETERMINING PLANT SELECTIONS AND ANY ADDITIONAL SOIL IMPROVEMENTS. THE LOAM CLASSIFICATIONS MAY PRESENT SPECIAL PLANTING PLANTING PROBLEMS NOT ANTICIPATED BY THIS DETAIL. BETWEEN 15 TO 27%: LOAM, SANDY LOAM AND SILT LOAM. NOTE THAT SOILS AT THE OUTER LIMITS OF INCLUDE THE FOLLOWING USDA TEXTURAL CLASSIFICATIONS AND HAVE A CLAY CONTENT OF LOAMY SOILS PARTICLES WITH A MINIMUM OF 1.5% BY DRY WEIGHT ORGANIC MATTER. THE SOIL STRUCTURE SHALL NOT BE PLATY OR NOTES: 2 X ROOT BALL DIAMETER NOTE: FOR DETAILED REQUIREMENTS RELATED TO THE PLANTING OF THE TREE IN THE IMPROVED SOIL, SEE "TREE PLANTING DETAIL."BACK FILL WITH EXISTING SOIL. IN SANDY LOAM SOILS, ADD 20% MAX. BY VOLUME COMPOSTED ORGANIC MATERIAL TO THE EXISTING SOIL.LOAMY SOIL TAMP SOIL AROUND ROOT BALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOT BALL DOES NOT SHIFT. 1:1 SLOPE ON SIDES OF PLANTING HOLE. UNEXCAVATED OR COMPACTED MOUND UNDER THE ROOT BALL TO PREVENT SETTLEMENT. 1.FOR TREES PLANTED IN NON-RESTRICTED SOIL CONDITIONS. 2.THIS DETAIL ASSUMES THAT THE AREA OF LOAMY SOIL AVAILABLE TO EACH TREE IS A MINIMUM OF 45 SQ. M (500 SQ. FT) Not to Scale TREE PLANTING DETAIL1 Not to Scale SOIL IMPROVEMENT DETAIL2 Not to Scale SHRUB & GROUNDCOVER PLANTING DETAIL3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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ISOLATOR ROW PLUS FOR SEDIMENT A.INSPECTION PORTS (IF PRESENT) A.1.REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2.REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3.USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4.LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B.ALL ISOLATOR PLUS ROWS B.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS B.2.USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE i)MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY ii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2)CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS A.A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B.APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C.VACUUM STRUCTURE SUMP AS REQUIRED STEP 3)REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4)INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1.INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2.CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) SC-160LP ISOLATOR ROW PLUS DETAIL NTS CATCH BASIN OR MANHOLE STORMTECH HIGHLY RECOMMENDS FLEXSTORM INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES SC-160LP CHAMBER 8" (200 mm) HDPE ACCESS PIPE REQUIRED USE 8" OPEN END CAP PART #: SC160IEPP08 OPTIONAL INSPECTION PORT SC-160LP END CAP ONE LAYER OF ADSPLUS125 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 4' (1.2 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS WEIR WEIR HEIGHT TBD BY SITE DESIGN ENGINEER NOTE: INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION CREST. STORMTECH CHAMBER CONCRETE COLLAR PAVEMENT 12" (300 mm) MIN WIDTH CONCRETE SLAB 6" (150 mm) MIN THICKNESS 4" PVC INSPECTION PORT DETAIL (SC SERIES CHAMBER) NTS 8" NYLOPLAST INSPECTION PORT BODY (PART# 2708AG4IPKIT) OR TRAFFIC RATED BOX W/SOLID LOCKING COVER CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS 4" (100 mm) SDR 35 PIPE 4" (100 mm) INSERTA TEE TO BE CENTERED ON CORRUGATION CREST MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT D FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/A PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PREPARATION REQUIREMENTS. C INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 14" (355 mm) ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C' LAYER. GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR PROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER. AASHTO M145¹ A-1, A-2-4, A-3 OR AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 BEGIN COMPACTIONS AFTER 12" (300 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 6" (150 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR PROCESSED AGGREGATE MATERIALS. ROLLER GROSS VEHICLE WEIGHT NOT TO EXCEED 12,000 lbs (53 kN). DYNAMIC FORCE NOT TO EXCEED 20,000 lbs (89 kN). B EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE.CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 NO COMPACTION REQUIRED. A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3 PLEASE NOTE: 1.THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE". 2.STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 6" (150 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3.WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. 4.ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. ACCEPTABLE FILL MATERIALS: STORMTECH SC-160LP CHAMBER SYSTEMS NOTES: 1.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 2.CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 3.THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 4.PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5.REQUIREMENTS FOR HANDLING AND INSTALLATION: ·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS ·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 1.5” ·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 400 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. D C B *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 20" (510 mm). 14" (350 mm) MIN* 10' (3.0 m) MAX 6" (150 mm) MIN 12" (300 mm) MIN 25" (635 mm) 12" (300 mm) MIN DEPTH OF BASE STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 6" (150 mm) MINA 12" (305 mm) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) PERIMETER STONE (SEE NOTE 4) SC-160LP END CAP SUBGRADE SOILS (SEE NOTE 3) NO SPACING REQUIRED BETWEEN CHAMBERS PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN CRUSHED, ANGULAR STONE IN A & B LAYERS Not to Scale TYPE C & CL CATCH BASIN1 Not to Scale PAVED LEAKOFF2 Not to Scale CATCH BASIN TRAP HOOD3 Design rofessionals © · · · ···· esign rofessionals © · · · ···· esignrofessionals©····· · · Appl #21-56P, Prime Wellness Parking Lot 3-15-22 Planning Department Report 1. Request for site plan approval under Section 6.4.7 to create an off-site parking lot for 20 cars on 45 John Fitch Boulevard for the Prime Wellness hybrid facility proposed at 75 John Fitch Boulevard, GC zone. The proposed parking lot will be for customers/employees of the Prime Wellness establishment. 2. Criteria for off-site parking per Section 6.4.7.C include: the building the parking lot serves must within 600 feet of the lot. The proposed lot is approximately 300 feet for the proposed business. 3. This application is in response to Prime Wellness request to become a Hybrid Cannabis facility. The parking requirement, based on the breakdown of uses at 73 John Fitch Boulevard, require 9 additional parking spaces. The new parking area has 20 spaces proposed. They have shown one EV charger to be installed. 4. Landscaping treatments are show in within the island as well as some perimeter plantings along the Route 5 side of the parking lot. Proposed impervious coverage is 29.3%, maximum impervious coverage allowed is 65%. Interior landscaping is 19%; 10% required. 5. There are two light poles proposed with full cutoff fixtures on 25’ in height. 6. There is a new sidewalk proposed along the rear of the existing parking lots of the plaza. This sidewalk will connect via crosswalk at the northern end of the building. The existing sidewalk on the northern side of the building is only 3 feet wide. We recommend that some additional markings and signage be placed for safety and to alert drivers of pedestrians. In addition, we would recommend that the three parking spaces closest to the building along the northern boundary be eliminated to create a safer drive aisle. 7. There are no regulated wetlands on this site nor ½ acre disturbance so nor IWA/CC permit is required. If this application is approved, the Planning Dept recommends that an approval condition be placed requiring the as-built of the new parking area and sidewalk be submitted prior to the opening of the hybrid facility.