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HomeMy WebLinkAbout23-11P Industrial Flex TOWN OF SOUTH WINDSOR PLANNING &ZONING COMMISSION APPLICATION FORM Application Number: Official Receipt Date: Munis Application #: APPLICANT: Trio Investment Properties, LLC PROJECT NAME: Industrial Flex Space-75 Connecticut Avenue COMPLETE LOCATION OF PROPERTY: 75 Connecticut Avenue OWNER OF RECORD ON LAND RECORDS: Trio Investment Properties, LLC OWNER ADDRESS: 85 Felt Road Suite 504 South Windsor CT 06074 GIS PIN # 23400075 ZONE I-Industrial NAME, ADDRESS, TELEPHONE &, EMAIL ADDRESS OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: Peter R. DeMallie Design Professionals, Inc. 21 Jeffrey Drive South Windsor CT 06074 860-291-8755 pdemallie@dpinc.co Estimated presentation time: 10 min. THIS APPLICATION IS FOR: (Check all that apply): ❑ Zone Change to (Public Hearing and Certificate of Mailing Required) ❑ Open Space Subdivision/Resubdivision (Public Hearing and Certificate of Mailing Required) ❑ Subdivision ❑ Minor ❑ Major ❑ Resubdivision (Public Hearing Required) ❑ Minor ❑ Major ❑ Conditional Subdivision ❑ Special Exception to Table (Public Hearing and Certificate of Mailing Required) 0 Site Plan of Development ❑ New ❑ Modification Building(s) Sq Ft 39,850 ❑ General Plan of Development ❑ Dept of Motor Vehicle License -- State Hearing per Section 14-55 for ❑ Earth Filling (Sec. 7.6) and/or Earth Removal (Sec. 7.16) (Public Hearing and Certificate of Mailing Required) ❑ Regulation Amendment ❑ Zoning ❑ Subdivision - Attach proposed amendment (Public Hearing Required) ❑ Temporary and Conditional Permit (Public Hearing and Certificate of Mailing Required) for ❑ Temporary and Conditional Permit Renewal (Certificate of Mailing Required) for ❑ Detached In Law Apartment or ❑ Accessory Apartment (Public Hearing and Certificate of Mailing Required) ❑ Major Home Occupation (Certificate of Mailing Required) for ❑ Other (explain in detail) *An Application Pending Sign is required to be posted on the property for all applications ten 1 10) days prior to being heard by the Commission. Alec ll� Signature of Applicant Signature of Property Owner TOWN OF SOUTH WINDSOR CHECKLIST REQUIRED INFORMATION SITE PLANS APPLICANT TRIO INVESTMENT PROPERTIES LLC PROJECT NAME INDUSTRIAL FLEX, 75 CONNECTICUT AVE. 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. x 1. On each sheet for plans or maps, title block with the following information: x a. Name, address and telephone of applicant. _x b. Name, address and telephone number of Land Surveyor or Professional Engineer. x -x____, c. Name of Development. _x d. Date when drawings were made. _x_ 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. x._._. a. Data block which gives needed zoning information such as percentage of lot coverage, acreage of tract, number of apartment units, parking requirements, etc. x_ b. Outline of buildings. x c.. Layout of streets. x d. Surrounding property boundaries-within 500 feet. _x e. Names of abutting property owners. x f. Proposed open spaces and recreation areas. ...._,x— g. Driveway cuts on abutting properties and any properties across from proposed site. _x h. Distance to and name of nearest intersection street. —x— 3. Architectural Elevations: See attached checklist for Architecture and Design Review.. 1 x 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: x a. Distance and bearings of all boundary lines and acreage of site. Iron pins required: at all property angle points and shown on map. —N/A_,., b. Proposed streets and street lines.with center line station, curve data, and parking spaces. .Y.Y.,,x c. Building lines in accordance with zoning regulations. _x_ d. Proposed buildings and other structures, including signs, outside lighting, and dumpsters (on concrete pad and screened). _x_ e. Easements, noting grantors, grantees, and purpose must be shown in table format, e.g. below Grantor Grantee. Type of Date Filed Vol/Pg Easement ,_,_x f. Names of abutting property owners. —N/A_ 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. —x— h. All open space or other common or public land uses shall be indicated. x L A-2 certification; P.E./L.S. Seal. x 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, x a. All existing and proposed buildings. ^x b. Curb Lines and pavement width, sidewalks. —x c. Existing and proposed sanitary sewers. ___.,x,.�.` d. Existing and proposed water and-all existing utilities. 2 _x_ e. Present wooded area indicated by foliage lines. Any trees to be saved should be shown. ____X_ 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. _x_ g . Regulated wetlands and 100-year floodplain or note that none are present. ,.,._,x 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. _N/A_ i. Connections of all springs into proposed storm drainage system as needed. x_ j. Location and indications of existing brook channels; and 100-year flood limits. _x k. A-2 &T-2 Certification; P.E & L.S. Seals. _.._X_ 6. Landscaping plan 'x_ 7. Drainage calculations - Zero Runoff Increase per attached guidelines. _x_ 8. Traffic Report _x 9. Site Lighting Plan ._._N/A 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: _N/A_ a. Layout of streets in sections coordinated by stations with the profile. —N/A_ 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. .-._N/A_ c. Sight line at driveway &street intersections:. 3 _N/A d. Profile of roadway showing existing and finished grades. Roadway profile will show all tangent grade and all vertical curve information. _N/A_ 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. _N/A f. Where any storm drainage line discharges into an existing brook sufficient profile of this brook will be shown to determine conditions. _N/A_ 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. _N/A_ 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. _N/A_ 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. _N/A_ 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. /,//t 31 IV PLAN P ARER (P.E./L.S.) DATE i February 2002; Rev. 4-04 4 NAME: INDUSTRIAL FLEX,75 CT AVE LOCATION: 75 CONNECTICUT AVENUE TYPE OF PROJECT: INDUSTRIAL FLEX SPACE ARCHITECTURAL AND DESIGN REVIEW COMMITTEE CHECKLIST The following items must be submitted, in accordance with Section 9.1 of the Zoning Regulations at the time of a site plan application for an industrial or commercial building, or high density housing. 1. Site plan of the property (per Section 8 of the Zoning Regulations) 2, Architectural elevations of the proposed buildings 3. Types, styles and colors of building materials, exterior facades and facing, and fenestrations (samples suggested) 4. Special architectural features (if applicable) 5. Colors, materials, and location of lighting 6. Design of signs 7. Mechanical hardware proposed on or around the building and roof, including trash compactor, and auxiliary storage areas 8. Landscape plan indicating location, types, sizes, and quantities of proposed plant materials 9. Lighting Plans (per Section 17.22.1.A.1-4 Submission requirements) a All of the above-requtred information/materials have been provided. Sig natu Date Please be aware that missing information or incomplete information may result in a delay in action by the Committee on this application. Revised December 20, 2000 P.O. BOX 1167 21 JEFFREY DRIVE SOUTH WINDSOR, CT 06074 PHONE: 860.291.8755 FAX: 860.291.8757 www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / LAND SURVEYORS / PLANNERS / LANDSCAPE ARCHITECTS Serving Connecticut, Massachusetts, & Rhode Island since 1986 Narrative Statement Site Plan Application – Industrial Flex Development Trio Investment Properties, LLC 75 Connecticut Avenue South Windsor, CT DPI Project No. 4613.R March 13, 2023 Trio Investment Properties, LLC of South Windsor has submitted a site plan application to the South Windsor Planning & Zoning Commission for a four-building development at the end of Connecticut Avenue in the community’s Industrial zoning district. Their proposal for the 6.44 acre property is to create 26 individual units varying in size from 1,125 square feet to 3,000 square feet. Each unit will have its own office, bathroom and flex space with a wide overhead door. Tenant uses will include plumbing, heating, electrical, mechanical, industrial, and general contracting establishments. Trio Investment Properties has retained Aldrich Construction Company, Inc. of Manchester as its General Contractor, Stephen Fleshman Architect of Brimfield, Massachusetts for architectural design, and Design Professionals, Inc. of South Windsor (DPI) for Civil Engineering, Land Surveying, Land Planning, Landscape Architecture and Entitlement services. On-site parking includes 69 spaces for the development, which includes 39,850 gross square feet of floor area. The zoning regulations require 63 spaces. In addition to these spaces, the design calls for five additional spaces in reserve, which would bring the total to 74. Although not counted as official spaces, there will be an additional 32 garage spaces and an additional 32 spaces in front of these garages. In order to accommodate electric vehicles, two parking spaces will be EV installed, and another five spaces will be EV ready spaces (for future installation, as the demand grows), for a total of seven EV spaces distributed throughout the development. Two EV spaces will be EV van spaces. The total number of EV spaces may be adjusted as per recent Building Code amendments. The site will be served by public water and sewer services, along with natural gas. Stormwater runoff from the four buildings as well as from paved surfaces will be directed to two water quality basins. Water quality treatment measures have been deployed to ensure that water quality runoff from the site meets guidelines from the 2004 Connecticut Department of Energy and Environmental Protection’s Stormwater Quality Manual. Moreover, stormwater runoff is being attenuated for all design storm events (2, 10, 25, 50 and 100 year), such that peak runoff rates will be less than existing conditions pre-development. Our analysis did not assume any groundwater infiltration, nor did it account for any surplus detention capacity in the existing industrial park’s detention basin to the west of the site and along Nutmeg Road South. Erosion & sedimentation control measures also meet DEEP guidelines. G:\jobs\4613\4613.R\Docs\Applications\4613.R Narrative Statement 2023-03-13.docx The site has 1.15 acres of wetlands along the northerly and westerly property lines, which constitutes 17.9% of the property. No disturbance of wetlands is proposed, although there is development within the upland review area. To the east and southeast, the property abuts residentially-zoned lots, which requires a landscaped buffer fifty feet in width. DPI’s landscape architects have proposed to retain most trees within the designated buffer, and to interplant the area with a large number (120) of mountain laurel and rhododendron plants in alternating clusters of five shrubs each (up to 10 feet in height), which thrive in a forested area. In addition to these evergreen and flowering shrubs, they have proposed to install on the edge of the buffer two rows of Green Giant Arborvitae (66 in number) to establish a natural evergreen screen which will grow to a height (up to 50 feet) which is far taller than the proposed low-profile buildings. Throughout the two water quality basins and the developed site, DPI’s landscape architects have designed a robust planting plan which includes seven varieties of deciduous trees, one evergreen tree species, eleven varieties of shrubs, and twelve species of wetland herbaceous perennials. Many of these plant materials are a food source for native wildlife, provide shelter for birds, and are pollinators for bees, moths and butterflies. The basin slopes will be populated by native wildlife mix plants, and are a food source for wildlife and insects. Along the property’s easterly and southerly lines is a pedestrian easement, which will continue the industrial park’s pathway system through this site out to Connecticut Avenue. The existing pathway through the woods was observed to be naturally occurring, curvilinear to avoid trees, with a natural surface. The development’s exterior lighting system employs LED luminaires (full cut-off) on standards (20 to 25 feet in height) or mounted to the buildings (20 feet in height). The entire lighting system will be dark-sky compliant, and no light will be emitted onto adjoining properties. No luminaires are presently proposed to the rear of buildings 1, 3 & 4. The industrial flex buildings are low profile, varying in height from 22’8” to 24’1 ½”, or sixteen feet lower than allowed in the Industrial zoning district (40 feet). We believe this is an appropriate use for industrial development adjacent to a residential area. Moreover, the architects have designed the easterly and southerly buildings to have no windows and no doors facing the buffer, and are proposing earth-tone colors for the building’s exterior on those sides. Essentially, those building facades will function as a wall to further screen the site’s interior development from neighboring uses. DPI’s engineers have conservatively determined that the development, upon full occupancy, would generate minimal traffic. During the morning peak hour (between 7 & 9 A.M.) we project that the site will have 25 entering vehicles and 9 exiting, and in the afternoon peak hour will generate 13 entering and 27 exiting vehicles. These estimates are based on ITE Land Use Code 180 – Specialty Trade Contractor, assuming a higher number of units (28 vs 26), and an employee count of 56. All vehicles will exit from Connecticut Avenue, then proceed westbound on South Satellite Road to U.S. Route 5, where there is a fully signalized intersection with ample capacity, or to the south or north on Nutmeg Road South. The reverse is true for entering vehicles. G:\jobs\4613\4613.R\Docs\Applications\4613.R Narrative Statement 2023-03-13.docx In conclusion, Trio Investment Properties, LLC and its design team is proposing a low- impact and low-profile development which is designed to serve local businesses while meeting the requirements of zoning and minimizing any impact on abutting properties. ©···esignrofessionalsesign rofessionals· · · esign rofessionals 1395 Tolland Turnpike Manchester Connecticut 06042-1632 860.647.7544 Aldrich Construction Company Inc. S Brimfield, MA 01010 99 Apple Road P: F: E: ARCHITECT 508.347.8939 Fleshman@SF-Arch.com 508.347.7188 LESHMANTEPHENF D D D ©···esignrofessionals D D D ©···esignrofessionals ©···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. WIRE OR CABLE SIZES SHALL BE AS FOLLOWS: TREES UP TO 65 MM (2.5 IN.) CALIPER - 14 GAUGE TREES 65 MM (2.5 IN.) TO 75 MM (3 IN.) CALIPER - 12 GAUGE TIGHTEN WIRE OR CABLE ONLY ENOUGH TO KEEP FROM SLIPPING. ALLOW FOR SOME TRUNK MOVEMENT. PLASTIC HOSE SHALL BE LONG ENOUGH TO ACCOMMODATE 35MM (1.5 IN.) OF GROWTH AND BUFFER ALL BRANCHES FROM THE WIRE. TUCK ANY LOOSE ENDS OF THE WIRE OR CABLE INTO THE WIRE WRAP SO THAT NO SHARP WIRE ENDS ARE EXPOSED. TREES NORMALLY DO NOT NEED TO BE STAKED AND STAKING CAN BE HARMFUL TO THE TREE. STAKING SHOULD BE DONE ONLY WITH THE APPROVAL OF THE LANDSCAPE ARCHITECT IF IT IS EXPECTED THAT THE TREE WILL NOT BE ABLE TO SUPPORT ITSELF. THE FOLLOWING ARE REASONS WHY TREES DO NOT REMAIN STRAIGHT. o TREES WITH POOR QUALITY ROOT BALLS OR ROOT BALLS THAT HAVE BEEN CRACKED OR DAMAGED. REJECT RATHER THAN STAKE. o TREES THAT HAVE GROWN TOO CLOSE TOGETHER IN THE NURSERY, RESULTING IN WEAK TRUNKS. REJECT RATHER THAN STAKE. o PLANTING PROCEDURES THAT DO NOT ADEQUATELY TAMP SOILS AROUND THE ROOT BALL. CORRECT THE PLANTING PROCEDURE. o ROOT BALLS PLACED ON SOFT SOIL. TAMP SOILS UNDER ROOT BALL PRIOR TO PLANTING. o ROOT BALLS WITH VERY SANDY SOIL OR VERY WET CLAY SOIL. STAKING ADVISABLE. o TREES LOCATED IN A PLACE OF EXTREMELY WINDY CONDITIONS. STAKING ADVISABLE. REMOVE ALL STAKING AS SOON AS THE TREE HAS GROWN SUFFICIENT ROOTS TO OVERCOME THE PROBLEM THAT REQUIRED THE TREE TO BE STAKED. STAKES SHALL BE REMOVED NO LATER THE END OF THE FIRST GROWING SEASON AFTER PLANTING. OUTSIDE THE EDGE OF THE ROOT BALL. ASSURE THAT THE BEARING SURFACE OF THE PROTECTIVE COVERING OF THE WIRE OR CABLE AGAINST THE TREE TRUNK IS A MINIMUM OF 12 MM (0.5 IN.). NOTE: ALL STAKES SHALL BE DRIVEN 1200MM (4')13MM (0.5") DIAMETER PLASTIC HOSE GALVANIZED WIRE OR CABLE TWIST WIRE TO TIGHTEN. 2"x2"X8' HARDWOOD STAKES OR OTHER APPROVED STAKE MATERIAL. PAINT TOP 6" OF STAKES ORANGE FOR VISIBILITY. 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 DETAIL2 Not to Scale TREE STAKING DETAIL (3" CAL. OR SMALLER)4Not to Scale SOIL IMPROVEMENT DETAIL3Not to Scale SHRUB & GROUNDCOVER PLANTING DETAIL1 ©···esignrofessionals1" = 10' LANDSCAPE BUFFER CROSS SECTION A-A1 1" = 10' LANDSCAPE BUFFER CROSS SECTION B-B2 1" = 80' KEY PLAN3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.6 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.5 0.8 0.7 0.4 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.3 0.8 0.9 0.7 0.4 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.3 0.9 0.9 0.6 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.6 0.8 0.7 0.4 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.6 0.8 0.6 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.6 0.8 0.6 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.7 0.8 0.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.6 0.9 1.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.6 0.9 0.8 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.6 0.8 0.6 0.1 0.2 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.6 0.9 1.0 0.9 1.0 1.0 1.0 1.1 1.1 1.1 1.1 1.0 0.8 0.5 0.3 0.3 0.3 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.6 0.9 1.0 0.9 0.9 1.0 1.0 1.0 1.1 1.1 1.1 1.0 0.9 0.9 0.8 0.7 0.6 0.3 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.6 0.9 1.0 0.7 0.6 0.8 0.7 0.8 0.8 0.9 0.8 0.8 0.9 1.0 1.2 1.3 0.8 0.5 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.7 1.1 1.1 0.8 0.7 0.8 0.9 0.8 0.8 0.9 0.9 0.9 1.0 1.2 1.4 1.4 1.1 0.7 0.4 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.8 1.3 1.5 1.2 1.1 1.1 1.2 1.2 1.1 1.0 1.1 1.1 1.2 1.2 1.5 1.5 1.2 1.0 0.7 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.8 1.4 1.6 1.3 1.2 1.3 1.2 1.2 1.1 1.0 1.0 1.2 1.1 1.2 1.4 1.5 1.4 1.2 1.0 0.4 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.9 1.5 1.4 0.9 1.3 1.4 1.4 1.4 1.2 0.7 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.4 1.0 1.5 1.7 1.3 1.4 1.4 1.3 1.1 0.8 0.3 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.6 1.2 1.6 1.6 1.1 1.5 1.5 1.2 0.9 0.6 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.9 1.4 1.6 1.5 1.0 1.5 1.5 1.2 0.9 0.5 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.3 1.5 1.5 1.4 1.2 1.5 1.3 1.1 0.9 0.5 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.2 1.5 1.5 1.1 1.2 1.2 1.2 1.1 1.0 0.8 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 1.3 1.6 1.4 1.1 0.9 1.0 1.1 1.1 1.1 1.0 0.5 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 1.4 1.5 1.2 1.0 0.8 0.9 1.2 1.2 1.2 1.1 1.0 0.9 1.0 0.9 1.0 1.0 1.0 0.9 0.8 0.6 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 1.2 1.5 1.2 0.8 0.8 0.9 1.0 1.2 1.1 1.1 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.8 0.7 0.4 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 1.3 1.3 1.1 0.9 0.8 0.9 1.0 1.0 1.0 1.1 1.0 0.9 1.0 0.9 1.0 1.1 1.0 0.9 0.7 0.5 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.1 1.1 1.0 1.0 1.0 1.1 1.1 1.1 1.1 1.1 1.1 1.2 1.1 1.2 1.2 1.2 1.2 1.1 0.9 0.6 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.6 0.7 0.8 0.9 1.1 0.9 1.0 1.2 1.0 1.0 1.2 1.2 1.1 1.2 1.3 1.2 1.1 1.2 0.9 0.5 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.3 0.3 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.25 0.25 0.25 0.25 0.25 0.25 0.250.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 A @ 20' A @ 20' A @ 20' A @ 20' A @ 20' A @ 20' A @ 20' A @ 20' A @ 20' A @ 20' A @ 20' A @ 20' A @ 20' A @ 20' A @ 20'A @ 20' A @ 20'A @ 20' A @ 20'A @ 20'A @ 20' B @ 25'B @ 25' C @ 25' B @ 25' A @ 20' D @ 25'©···esignrofessionals ©···esignrofessionalsNot to Scale ACCESSIBLE PARKING SYMBOL1 Not to Scale ACCESSIBLE PARKING SIGN POST2 Not to Scale VAN ACCESSIBLE PARKING SPACE4 Not to Scale ACCESSIBLE PARKING SIGN3 Not to Scale AUTOMOBILE ACCESSIBLE PARKING SPACE5 “ ” · ·” ·“” · · · ©···esignrofessionalsNot to Scale BITUMINOUS CONCRETE LIP CURB1 Not to Scale DUMPSTER PAD SECTION5 Not to Scale DUMPSTER PAD PLAN8 Not to Scale DUMPSTER ENCLOSURE SECTION11Not to Scale DUMPSTER ENCLOSURE SECTION11 Not to Scale BITUMINOUS CONCRETE PAVEMENT SECTION - STANDARD DUTY2 Not to Scale SANITARY SEWER TRENCH SECTION6 Not to Scale CONCRETE SIDEWALK SECTION - STANDARD DUTY4 Not to Scale ELECTRIC / TELECOMMUNICATIONS TRENCH12 Not to Scale WATER SERVICE TRENCH SECTION3 Not to Scale PRECAST CONCRETE TYPE "C" AND "C-L" CATCH BASIN10 Not to Scale STANDARD CATCH BASIN TOPS7 Not to Scale CONCRETE BOLLARD9 ©···esignrofessionalsNot to Scale OUTLET CONTROL STRUCTURE - Pond North1 Not to Scale PAVED LEAK OFF1 Not to Scale TYPE A & B RIPRAP APRON1 · · · Not to Scale TYPE C RIPRAP APRON1 Not to Scale PREFORMED SCOUR HOLE1 Not to Scale HDPE FLARED END1 Not to Scale STORM DRAIN TRENCH SECTION1 Not to Scale OUTLET CONTROL STRUCTURE - Pond West1 Not to Scale DETENTION BASIN EMERGENCY SPILLWAY1 DDDesign rofessionals © · · · ···· MAY 4,2023 SCALE:1/8”=1'—0" NORTH ELEVATION sums w :uno' EA$T ELEVATION 5CALE UB'x V-a" Dw- m -mum-e 5OUTH ELEVATION $CALE Va'=I'»W' TYPICAL BUILDING COLORS SOUTH BUILDING SHOWN mm STEPHEN F LESHMAN A RCHITECT ‘9s APDI:Raadaumma‘MA mm P mmnmr5uaan mszrlzgnm;n@srwCn.cnm IUEST ELEVATION SCME:l/$'=l'-O“ FEBRUARY 10, 2023SBrimfield, MA 0101099 Apple RoadP:F:E:ARCHITECT508.347.8939Fleshman@SF-Arch.com508.347.7188LESHMANTEPHENFPROPOSED FLOOR PLANSCALE: 1/8"=1'-0"BUILDING 1 (WEST) PROPOSED ELEVATIONSBUILDING 1 (WEST)SBrimfield, MA 0101099 Apple RoadP:F:E:ARCHITECT508.347.8939Fleshman@SF-Arch.com508.347.7188LESHMANTEPHENFSCALE: 1/8"=1'-0"FEBRUARY 10, 2023 SBrimfield, MA 0101099 Apple RoadP:F:E:ARCHITECT508.347.8939Fleshman@SF-Arch.com508.347.7188LESHMANTEPHENFPROPOSED FLOOR PLANSCALE: 1/8"=1'-0"BUILDING 2 (CENTER)FEBRUARY 10, 2023 PROPOSED ELEVATIONSBUILDING 2 (CENTER)SBrimfield, MA 0101099 Apple RoadP:F:E:ARCHITECT508.347.8939Fleshman@SF-Arch.com508.347.7188LESHMANTEPHENFSCALE: 1/8"=1'-0"FEBRUARY 10, 2023 SBrimfield, MA 0101099 Apple RoadP:F:E:ARCHITECT508.347.8939Fleshman@SF-Arch.com508.347.7188LESHMANTEPHENFPROPOSED FLOOR PLANSCALE: 1/8"=1'-0"BUILDING 3 (EAST)FEBRUARY 10, 2023 PROPOSED ELEVATIONSBUILDING 3 (EAST)SBrimfield, MA 0101099 Apple RoadP:F:E:ARCHITECT508.347.8939Fleshman@SF-Arch.com508.347.7188LESHMANTEPHENFSCALE: 1/8"=1'-0"FEBRUARY 10, 2023 SBrimfield, MA 0101099 Apple RoadP:F:E:ARCHITECT508.347.8939Fleshman@SF-Arch.com508.347.7188LESHMANTEPHENFPROPOSED FLOOR PLANSCALE: 1/8"=1'-0"BUILDING 4 (SOUTH)FEBRUARY 10, 2023 PROPOSED ELEVATIONSBUILDING 4 (SOUTH)SBrimfield, MA 0101099 Apple RoadP:F:E:ARCHITECT508.347.8939Fleshman@SF-Arch.com508.347.7188LESHMANTEPHENFSCALE: 1/8"=1'-0"FEBRUARY 10, 2023 Stormwater Management Report Industrial Flex 75 Connecticut Avenue South Windsor, Connecticut Prepared by: Design Professionals, Inc. 21 Jeffrey Drive South Windsor, CT 06074 March 10, 2023 Table of Contents Section Page Introduction 2 Pre-Development Site Conditions 2 Post-Development Site Conditions 3 Analysis of Results 3 Storm Sewer Analysis 3 Water Quality 4 Conclusion 4 Appendices A Pre-Development Drainage HydroCAD Report B Post-Development Drainage HydroCAD Report C NRCS Soil Map & Data D NOAA Atlas 14 Rainfall Data E Storm Sewer Analysis F Water Flow Calculations and Data G Drainage Area Maps Existing Condition Drainage Area Map Proposed Condition Drainage Area Map Page 2 Introduction Trio Investment Properties LLC is proposing site improvement to a tract of land located at 75 Connecticut Avenue, South Windsor, CT 06074. The property is referenced on the Town of South Windsor Tax Assessors map as GIS#: 23400075. The proposed site improvements will include the construction of 4 new buildings totaling to 39,850 SF. Associated site improvements will include but not be limited to: new access driveways, parking areas for vehicles, sidewalks, landscaping, lighting, utilities, and stormwater management BMP’s. The total tract area is 6.44 acres. 4.15+ acres of this area are proposed to be disturbed during construction. For more information, please refer to the plans entitled “Industrial Flux ~ Site Plan Modification ~ 75 Connecticut Avenue ~ South Windsor, CT ~ Map 47 ~ Block 127 ~ Lot 8” prepared by Design Professionals, Inc., and dated March 10, 2023, as amended. Pre-Development Site Conditions The existing surficial characteristics of 75 Connecticut Avenue to be improved can be primarily classified as wooded area with scattered areas of grass near the border. Review of the site topography indicated all stormwater runoff generated across the tract would flow to one of two design points. These two design points were identified as follows: 1. Design Point #1 (DP#1): Flow to Wetlands 2. Design Point #2 (DP#2): Offsite Flow to 24” RCP The flow to wetlands and offsite flow to 24” RCP were selected as design points for our drainage analysis. Flow to wetlands (DP#1) ultimately drains to The Newberry Brook and is a part of local basin ID 4000-21-1. Offsite flow to 24” RCP (DP#2) ultimately drains to The Podunk River and is a part of local basin ID 4004-00-2-R1. Existing conditions watershed delineations are identified in the Existing Conditions Drainage Map located in Appendix G. Based on Natural Resources Conservation Service (NRCS) Hydrologic Soil Group (HSG) mapping, soil types B, B/D, & C are located on site. See Appendix C for The NRCS Soil Map & Data. An evaluation was performed to quantify the peak rate of stormwater discharge offsite to the design points identified. The Natural Resources Conservation Service’s TR-55 Manual was followed in predicting the peak rates of runoff and volumes. HydroCAD computer modeling software was utilized. Peak rates of stormwater runoff were evaluated for the 2-, 10-, 25-, 50- and 100-year storm events. Rainfall data from NOAA Atlas 14 Point Frequency Estimates was used to generate storm conditions. NOAA Atlas 14 rainfall data is included in Appendix D for reference. For more information, please refer to the enclosed Pre-Development Drainage HydroCAD Report located in Appendix A. Page 3 Post-Development Site Conditions The proposed site improvements will include the construction of 4 new buildings totaling to 39,850 SF. Associated site improvements will include but not be limited to: new access driveways, parking areas for vehicles, sidewalks, landscaping, lighting, utilities, and stormwater management BMP’s. Two proposed water quality basins, catch basins, and concrete leak offs were designed to attenuate stormwater discharge in the proposed site conditions and ensure that peak rates offsite are less than or equal to the existing site conditions. See Appendix B for the Post Development Condition and Pond summary HydroCAD reports. The Proposed Conditions Drainage Map for the site can be found in Appendix G. Analysis of Results The pre-development and post-development conditions were analyzed using HydroCAD consistent with National Resource Conservation Service (NRCS) hydrology methods. One discharge location (Design Point #1) was identified as a point of interest for assessing downstream effects. The following table contains the data generated from the HydroCAD software: Reach 2 year 10 year 25 year 50 year 100 year DP#1 – Flow to Wetlands Pre 2.25 6.19 9.02 11.17 13.61 Post 2.24 6.19 9.01 11.17 13.61 Net -0.01 0.00 -0.01 0.00 0.00 DP#2 – Offsite Flow to 24” RCP Pre 0.65 2.55 4.04 5.22 6.59 Post 0.54 2.02 3.16 4.06 5.10 Net -0.11 -0.53 -0.88 -1.16 -1.49 Overall Site Pre 2.9 8.74 13.06 16.39 20.20 Post 2.78 8.21 12.17 15.23 18.71 Net -0.12 -0.53 -0.89 -1.16 -1.49 As seen in the table above, all of the storm events evaluated for the subject project will result in peak runoff rates in the proposed condition that are less than the peak runoff rates of the existing condition for 2-, 10-, 25-, 50- and 100-year design storms. 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. Storm Sewer calculation are included as Appendix E of this report. Page 4 Water Quality The proposed water quality basin and forebays were sized to treat a 1” rain event as recommended in the 2004 Connecticut Stormwater Quality Manual. The proposed forebay was sized to store over 10% of this water quality volume as recommended by the 2004 Connecticut Stormwater Quality Manual. Water Quality Volume calculations and basin stage storage tables are included as Appendix F of this report. 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 and should not pose any detrimental impacts to the environment. APPENDIX A Watershed Computations (Pre-Development Drainage HydroCAD Report) E1 E1 (DP1) E2 E2 Routing Diagram for 4613.R HydroCAD Prepared by Design Professionals Inc, Printed 3/10/2023 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Existing Conditions Type III 24-hr 2-Yr Rainfall=3.10"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=318,750 sf 4.07% Impervious Runoff Depth=0.82"Subcatchment E1: E1 (DP1) Flow Length=1,168' Tc=69.3 min CN=71 Runoff=2.25 cfs 0.499 af Runoff Area=147,538 sf 1.32% Impervious Runoff Depth=0.48"Subcatchment E2: E2 Flow Length=550' Tc=42.8 min CN=63 Runoff=0.65 cfs 0.134 af Total Runoff Area = 10.704 ac Runoff Volume = 0.633 af Average Runoff Depth = 0.71" 96.80% Pervious = 10.362 ac 3.20% Impervious = 0.343 ac Existing Conditions Type III 24-hr 10-Yr Rainfall=4.92"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=318,750 sf 4.07% Impervious Runoff Depth=2.06"Subcatchment E1: E1 (DP1) Flow Length=1,168' Tc=69.3 min CN=71 Runoff=6.19 cfs 1.254 af Runoff Area=147,538 sf 1.32% Impervious Runoff Depth=1.46"Subcatchment E2: E2 Flow Length=550' Tc=42.8 min CN=63 Runoff=2.55 cfs 0.412 af Total Runoff Area = 10.704 ac Runoff Volume = 1.666 af Average Runoff Depth = 1.87" 96.80% Pervious = 10.362 ac 3.20% Impervious = 0.343 ac Existing Conditions Type III 24-hr 25-Yr Rainfall=6.06"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=318,750 sf 4.07% Impervious Runoff Depth=2.95"Subcatchment E1: E1 (DP1) Flow Length=1,168' Tc=69.3 min CN=71 Runoff=9.02 cfs 1.797 af Runoff Area=147,538 sf 1.32% Impervious Runoff Depth=2.22"Subcatchment E2: E2 Flow Length=550' Tc=42.8 min CN=63 Runoff=4.04 cfs 0.626 af Total Runoff Area = 10.704 ac Runoff Volume = 2.423 af Average Runoff Depth = 2.72" 96.80% Pervious = 10.362 ac 3.20% Impervious = 0.343 ac Existing Conditions Type III 24-hr 50-Yr Rainfall=6.89"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=318,750 sf 4.07% Impervious Runoff Depth=3.63"Subcatchment E1: E1 (DP1) Flow Length=1,168' Tc=69.3 min CN=71 Runoff=11.17 cfs 2.214 af Runoff Area=147,538 sf 1.32% Impervious Runoff Depth=2.82"Subcatchment E2: E2 Flow Length=550' Tc=42.8 min CN=63 Runoff=5.22 cfs 0.796 af Total Runoff Area = 10.704 ac Runoff Volume = 3.010 af Average Runoff Depth = 3.37" 96.80% Pervious = 10.362 ac 3.20% Impervious = 0.343 ac Existing Conditions Type III 24-hr 100-Yr Rainfall=7.81"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 6HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=318,750 sf 4.07% Impervious Runoff Depth=4.41"Subcatchment E1: E1 (DP1) Flow Length=1,168' Tc=69.3 min CN=71 Runoff=13.61 cfs 2.692 af Runoff Area=147,538 sf 1.32% Impervious Runoff Depth=3.52"Subcatchment E2: E2 Flow Length=550' Tc=42.8 min CN=63 Runoff=6.59 cfs 0.993 af Total Runoff Area = 10.704 ac Runoff Volume = 3.685 af Average Runoff Depth = 4.13" 96.80% Pervious = 10.362 ac 3.20% Impervious = 0.343 ac Existing Conditions Type III 24-hr 2-Yr Rainfall=3.10"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 7HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E1: E1 (DP1) Runoff = 2.25 cfs @ 13.02 hrs, Volume= 0.499 af, Depth= 0.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Yr Rainfall=3.10" Area (sf) CN Description 1,223 61 >75% Grass cover, Good, HSG B * 0 71 >75% Grass cover, Good, HSG B/D 30,455 74 >75% Grass cover, Good, HSG C 0 98 Paved parking, HSG B * 0 98 Paved parking, HSG B/D 12,976 98 Paved parking, HSG C 1,370 71 Meadow, non-grazed, HSG C 14,864 55 Woods, Good, HSG B * 5,615 66 Woods, Good, HSG B/D 252,247 70 Woods, Good, HSG C 318,750 71 Weighted Average 305,774 95.93% Pervious Area 12,976 4.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.8 35 0.0125 0.03 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 12.4 65 0.0125 0.09 Sheet Flow, Grass Sheet Flow Grass: Dense n= 0.240 P2= 3.11" 1.3 52 0.0056 0.67 Shallow Concentrated Flow, Grass Shallow Flow Cultivated Straight Rows Kv= 9.0 fps 2.0 45 0.0056 0.37 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 1.5 48 0.0056 0.52 Shallow Concentrated Flow, Grass Shallow Short Grass Pasture Kv= 7.0 fps 32.3 923 0.0091 0.48 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 69.3 1,168 Total Existing Conditions Type III 24-hr 2-Yr Rainfall=3.10"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 8HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: E1 (DP1) Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type III 24-hr 2-Yr Rainfall=3.10" Runoff Area=318,750 sf Runoff Volume=0.499 af Runoff Depth=0.82" Flow Length=1,168' Tc=69.3 min CN=71 2.25 cfs Existing Conditions Type III 24-hr 2-Yr Rainfall=3.10"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 9HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E2: E2 Runoff = 0.65 cfs @ 12.74 hrs, Volume= 0.134 af, Depth= 0.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Yr Rainfall=3.10" Area (sf) CN Description 5,002 61 >75% Grass cover, Good, HSG B * 2,054 71 >75% Grass cover, Good, HSG B/D 4,540 74 >75% Grass cover, Good, HSG C 1,294 98 Paved parking, HSG B * 171 98 Paved parking, HSG B/D 480 98 Paved parking, HSG C 0 71 Meadow, non-grazed, HSG C 48,590 55 Woods, Good, HSG B * 68,461 66 Woods, Good, HSG B/D 16,946 70 Woods, Good, HSG C 147,538 63 Weighted Average 145,593 98.68% Pervious Area 1,945 1.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 58 0.0466 0.14 Sheet Flow, Grass Sheet Flow Grass: Dense n= 0.240 P2= 3.11" 13.5 42 0.0466 0.05 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 22.6 450 0.0044 0.33 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 42.8 550 Total Existing Conditions Type III 24-hr 2-Yr Rainfall=3.10"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 10HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E2: E2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Yr Rainfall=3.10" Runoff Area=147,538 sf Runoff Volume=0.134 af Runoff Depth=0.48" Flow Length=550' Tc=42.8 min CN=63 0.65 cfs Existing Conditions Type III 24-hr 10-Yr Rainfall=4.92"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 11HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: E1 (DP1) Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Type III 24-hr 10-Yr Rainfall=4.92" Runoff Area=318,750 sf Runoff Volume=1.254 af Runoff Depth=2.06" Flow Length=1,168' Tc=69.3 min CN=71 6.19 cfs Subcatchment E2: E2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type III 24-hr 10-Yr Rainfall=4.92" Runoff Area=147,538 sf Runoff Volume=0.412 af Runoff Depth=1.46" Flow Length=550' Tc=42.8 min CN=63 2.55 cfs Existing Conditions Type III 24-hr 25-Yr Rainfall=6.06"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 12HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: E1 (DP1) Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 25-Yr Rainfall=6.06" Runoff Area=318,750 sf Runoff Volume=1.797 af Runoff Depth=2.95" Flow Length=1,168' Tc=69.3 min CN=71 9.02 cfs Subcatchment E2: E2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type III 24-hr 25-Yr Rainfall=6.06" Runoff Area=147,538 sf Runoff Volume=0.626 af Runoff Depth=2.22" Flow Length=550' Tc=42.8 min CN=63 4.04 cfs Existing Conditions Type III 24-hr 50-Yr Rainfall=6.89"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 13HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: E1 (DP1) Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 50-Yr Rainfall=6.89" Runoff Area=318,750 sf Runoff Volume=2.214 af Runoff Depth=3.63" Flow Length=1,168' Tc=69.3 min CN=71 11.17 cfs Subcatchment E2: E2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Type III 24-hr 50-Yr Rainfall=6.89" Runoff Area=147,538 sf Runoff Volume=0.796 af Runoff Depth=2.82" Flow Length=550' Tc=42.8 min CN=63 5.22 cfs Existing Conditions Type III 24-hr 100-Yr Rainfall=7.81"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 14HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: E1 (DP1) Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 100-Yr Rainfall=7.81" Runoff Area=318,750 sf Runoff Volume=2.692 af Runoff Depth=4.41" Flow Length=1,168' Tc=69.3 min CN=71 13.61 cfs Subcatchment E2: E2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 Type III 24-hr 100-Yr Rainfall=7.81" Runoff Area=147,538 sf Runoff Volume=0.993 af Runoff Depth=3.52" Flow Length=550' Tc=42.8 min CN=63 6.59 cfs APPENDIX B Watershed Computations (Post-Development Drainage HydroCAD Report) P1 P1 P2 P2 P3 P3 P4 P4 P5 P5 PB1 Pond West PB2 Pond North DP1* DP1* Routing Diagram for 4613.R HydroCAD Prepared by Design Professionals Inc, Printed 3/10/2023 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Conditions Type III 24-hr 2-Yr Rainfall=3.10"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=64,495 sf 0.01% Impervious Runoff Depth=0.82"Subcatchment P1: P1 Flow Length=270' Tc=61.1 min CN=71 Runoff=0.49 cfs 0.101 af Runoff Area=69,552 sf 79.06% Impervious Runoff Depth=2.26"Subcatchment P2: P2 Flow Length=103' Tc=20.9 min CN=92 Runoff=2.75 cfs 0.300 af Runoff Area=44,337 sf 92.64% Impervious Runoff Depth=2.65"Subcatchment P3: P3 Tc=6.0 min CN=96 Runoff=2.95 cfs 0.225 af Runoff Area=177,576 sf 20.86% Impervious Runoff Depth=1.14"Subcatchment P4: P4 Flow Length=565' Tc=48.2 min CN=77 Runoff=2.35 cfs 0.388 af Runoff Area=110,316 sf 2.05% Impervious Runoff Depth=0.51"Subcatchment P5: P5 Flow Length=550' Tc=42.8 min CN=64 Runoff=0.54 cfs 0.108 af Peak Elev=69.31' Storage=5,814 cf Inflow=2.75 cfs 0.300 afPond PB1: Pond West Outflow=0.74 cfs 0.297 af Peak Elev=69.37' Storage=10,623 cf Inflow=3.38 cfs 0.612 afPond PB2: Pond North Outflow=1.07 cfs 0.605 af Inflow=2.24 cfs 1.002 afLink DP1*: DP1* Primary=2.24 cfs 1.002 af Total Runoff Area = 10.704 ac Runoff Volume = 1.122 af Average Runoff Depth = 1.26" 70.97% Pervious = 7.597 ac 29.03% Impervious = 3.107 ac Proposed Conditions Type III 24-hr 10-Yr Rainfall=4.92"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=64,495 sf 0.01% Impervious Runoff Depth=2.06"Subcatchment P1: P1 Flow Length=270' Tc=61.1 min CN=71 Runoff=1.36 cfs 0.254 af Runoff Area=69,552 sf 79.06% Impervious Runoff Depth=4.01"Subcatchment P2: P2 Flow Length=103' Tc=20.9 min CN=92 Runoff=4.77 cfs 0.534 af Runoff Area=44,337 sf 92.64% Impervious Runoff Depth=4.45"Subcatchment P3: P3 Tc=6.0 min CN=96 Runoff=4.82 cfs 0.378 af Runoff Area=177,576 sf 20.86% Impervious Runoff Depth=2.56"Subcatchment P4: P4 Flow Length=565' Tc=48.2 min CN=77 Runoff=5.44 cfs 0.868 af Runoff Area=110,316 sf 2.05% Impervious Runoff Depth=1.53"Subcatchment P5: P5 Flow Length=550' Tc=42.8 min CN=64 Runoff=2.02 cfs 0.323 af Peak Elev=69.73' Storage=10,009 cf Inflow=4.77 cfs 0.534 afPond PB1: Pond West Outflow=1.28 cfs 0.530 af Peak Elev=69.86' Storage=18,452 cf Inflow=6.17 cfs 1.246 afPond PB2: Pond North Outflow=3.69 cfs 1.238 af Inflow=6.19 cfs 2.022 afLink DP1*: DP1* Primary=6.19 cfs 2.022 af Total Runoff Area = 10.704 ac Runoff Volume = 2.356 af Average Runoff Depth = 2.64" 70.97% Pervious = 7.597 ac 29.03% Impervious = 3.107 ac Proposed Conditions Type III 24-hr 25-Yr Rainfall=6.06"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=64,495 sf 0.01% Impervious Runoff Depth=2.95"Subcatchment P1: P1 Flow Length=270' Tc=61.1 min CN=71 Runoff=1.99 cfs 0.364 af Runoff Area=69,552 sf 79.06% Impervious Runoff Depth=5.13"Subcatchment P2: P2 Flow Length=103' Tc=20.9 min CN=92 Runoff=6.02 cfs 0.682 af Runoff Area=44,337 sf 92.64% Impervious Runoff Depth=5.59"Subcatchment P3: P3 Tc=6.0 min CN=96 Runoff=5.98 cfs 0.474 af Runoff Area=177,576 sf 20.86% Impervious Runoff Depth=3.53"Subcatchment P4: P4 Flow Length=565' Tc=48.2 min CN=77 Runoff=7.52 cfs 1.200 af Runoff Area=110,316 sf 2.05% Impervious Runoff Depth=2.31"Subcatchment P5: P5 Flow Length=550' Tc=42.8 min CN=64 Runoff=3.16 cfs 0.487 af Peak Elev=69.97' Storage=12,618 cf Inflow=6.02 cfs 0.682 afPond PB1: Pond West Outflow=1.60 cfs 0.679 af Peak Elev=70.12' Storage=22,779 cf Inflow=8.25 cfs 1.674 afPond PB2: Pond North Outflow=5.55 cfs 1.666 af Inflow=9.01 cfs 2.708 afLink DP1*: DP1* Primary=9.01 cfs 2.708 af Total Runoff Area = 10.704 ac Runoff Volume = 3.206 af Average Runoff Depth = 3.59" 70.97% Pervious = 7.597 ac 29.03% Impervious = 3.107 ac Proposed Conditions Type III 24-hr 50-Yr Rainfall=6.89"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=64,495 sf 0.01% Impervious Runoff Depth=3.63"Subcatchment P1: P1 Flow Length=270' Tc=61.1 min CN=71 Runoff=2.46 cfs 0.448 af Runoff Area=69,552 sf 79.06% Impervious Runoff Depth=5.95"Subcatchment P2: P2 Flow Length=103' Tc=20.9 min CN=92 Runoff=6.92 cfs 0.791 af Runoff Area=44,337 sf 92.64% Impervious Runoff Depth=6.41"Subcatchment P3: P3 Tc=6.0 min CN=96 Runoff=6.82 cfs 0.544 af Runoff Area=177,576 sf 20.86% Impervious Runoff Depth=4.27"Subcatchment P4: P4 Flow Length=565' Tc=48.2 min CN=77 Runoff=9.08 cfs 1.450 af Runoff Area=110,316 sf 2.05% Impervious Runoff Depth=2.92"Subcatchment P5: P5 Flow Length=550' Tc=42.8 min CN=64 Runoff=4.06 cfs 0.616 af Peak Elev=70.12' Storage=14,237 cf Inflow=6.92 cfs 0.791 afPond PB1: Pond West Outflow=2.13 cfs 0.788 af Peak Elev=70.31' Storage=26,029 cf Inflow=9.91 cfs 1.994 afPond PB2: Pond North Outflow=6.76 cfs 1.986 af Inflow=11.17 cfs 3.221 afLink DP1*: DP1* Primary=11.17 cfs 3.221 af Total Runoff Area = 10.704 ac Runoff Volume = 3.849 af Average Runoff Depth = 4.31" 70.97% Pervious = 7.597 ac 29.03% Impervious = 3.107 ac Proposed Conditions Type III 24-hr 100-Yr Rainfall=7.81"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 6HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=64,495 sf 0.01% Impervious Runoff Depth=4.41"Subcatchment P1: P1 Flow Length=270' Tc=61.1 min CN=71 Runoff=3.00 cfs 0.545 af Runoff Area=69,552 sf 79.06% Impervious Runoff Depth=6.86"Subcatchment P2: P2 Flow Length=103' Tc=20.9 min CN=92 Runoff=7.92 cfs 0.912 af Runoff Area=44,337 sf 92.64% Impervious Runoff Depth=7.33"Subcatchment P3: P3 Tc=6.0 min CN=96 Runoff=7.75 cfs 0.622 af Runoff Area=177,576 sf 20.86% Impervious Runoff Depth=5.10"Subcatchment P4: P4 Flow Length=565' Tc=48.2 min CN=77 Runoff=10.83 cfs 1.733 af Runoff Area=110,316 sf 2.05% Impervious Runoff Depth=3.63"Subcatchment P5: P5 Flow Length=550' Tc=42.8 min CN=64 Runoff=5.10 cfs 0.766 af Peak Elev=70.27' Storage=15,968 cf Inflow=7.92 cfs 0.912 afPond PB1: Pond West Outflow=2.59 cfs 0.908 af Peak Elev=70.51' Storage=29,602 cf Inflow=11.79 cfs 2.355 afPond PB2: Pond North Outflow=8.23 cfs 2.346 af Inflow=13.61 cfs 3.800 afLink DP1*: DP1* Primary=13.61 cfs 3.800 af Total Runoff Area = 10.704 ac Runoff Volume = 4.578 af Average Runoff Depth = 5.13" 70.97% Pervious = 7.597 ac 29.03% Impervious = 3.107 ac Proposed Conditions Type III 24-hr 2-Yr Rainfall=3.10"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 7HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P1: P1 Runoff = 0.49 cfs @ 12.90 hrs, Volume= 0.101 af, Depth= 0.82" Routed to Link DP1* : DP1* Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Yr Rainfall=3.10" Area (sf) CN Description 0 61 >75% Grass cover, Good, HSG B * 0 71 >75% Grass cover, Good, HSG B/D 13,589 74 >75% Grass cover, Good, HSG C * 4 98 Impervious 1,370 71 Meadow, non-grazed, HSG C 0 55 Woods, Good, HSG B * 0 66 Woods, Good, HSG B/D 49,532 70 Woods, Good, HSG C 64,495 71 Weighted Average 64,491 99.99% Pervious Area 4 0.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.7 10 0.0400 0.10 Sheet Flow, Grass Sheet Flow Grass: Dense n= 0.240 P2= 3.11" 54.0 90 0.0067 0.03 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 4.7 143 0.0105 0.51 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 0.7 27 0.0020 0.67 Shallow Concentrated Flow, Grass Shallow Flow Grassed Waterway Kv= 15.0 fps 61.1 270 Total Proposed Conditions Type III 24-hr 2-Yr Rainfall=3.10"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 8HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Yr Rainfall=3.10" Runoff Area=64,495 sf Runoff Volume=0.101 af Runoff Depth=0.82" Flow Length=270' Tc=61.1 min CN=71 0.49 cfs Proposed Conditions Type III 24-hr 2-Yr Rainfall=3.10"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 9HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P2: P2 Runoff = 2.75 cfs @ 12.28 hrs, Volume= 0.300 af, Depth= 2.26" Routed to Pond PB1 : Pond West Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Yr Rainfall=3.10" Area (sf) CN Description 5,600 61 >75% Grass cover, Good, HSG B * 915 71 >75% Grass cover, Good, HSG B/D 8,035 74 >75% Grass cover, Good, HSG C * 54,985 98 Impervious 0 71 Meadow, non-grazed, HSG C 2 55 Woods, Good, HSG B * 0 66 Woods, Good, HSG B/D 15 70 Woods, Good, HSG C 69,552 92 Weighted Average 14,567 20.94% Pervious Area 54,985 79.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.9 100 0.0080 0.08 Sheet Flow, Grass Sheet Flow Grass: Dense n= 0.240 P2= 3.11" 0.0 3 0.2100 6.87 Shallow Concentrated Flow, Grass Shallow Flow Grassed Waterway Kv= 15.0 fps 20.9 103 Total Proposed Conditions Type III 24-hr 2-Yr Rainfall=3.10"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 10HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P2: P2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type III 24-hr 2-Yr Rainfall=3.10" Runoff Area=69,552 sf Runoff Volume=0.300 af Runoff Depth=2.26" Flow Length=103' Tc=20.9 min CN=92 2.75 cfs Proposed Conditions Type III 24-hr 2-Yr Rainfall=3.10"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 11HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P3: P3 Runoff = 2.95 cfs @ 12.08 hrs, Volume= 0.225 af, Depth= 2.65" Routed to Pond PB2 : Pond North Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Yr Rainfall=3.10" Area (sf) CN Description 0 61 >75% Grass cover, Good, HSG B * 327 71 >75% Grass cover, Good, HSG B/D 2,938 74 >75% Grass cover, Good, HSG C * 41,072 98 Impervious 0 71 Meadow, non-grazed, HSG C 0 55 Woods, Good, HSG B * 0 66 Woods, Good, HSG B/D 0 70 Woods, Good, HSG C 44,337 96 Weighted Average 3,265 7.36% Pervious Area 41,072 92.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P3: P3 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type III 24-hr 2-Yr Rainfall=3.10" Runoff Area=44,337 sf Runoff Volume=0.225 af Runoff Depth=2.65" Tc=6.0 min CN=96 2.95 cfs Proposed Conditions Type III 24-hr 2-Yr Rainfall=3.10"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 12HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P4: P4 Runoff = 2.35 cfs @ 12.69 hrs, Volume= 0.388 af, Depth= 1.14" Routed to Pond PB2 : Pond North Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Yr Rainfall=3.10" Area (sf) CN Description 0 61 >75% Grass cover, Good, HSG B * 4,610 71 >75% Grass cover, Good, HSG B/D 49,186 74 >75% Grass cover, Good, HSG C * 37,039 98 Impervious 0 71 Meadow, non-grazed, HSG C 0 55 Woods, Good, HSG B * 243 66 Woods, Good, HSG B/D 86,498 70 Woods, Good, HSG C 177,576 77 Weighted Average 140,537 79.14% Pervious Area 37,039 20.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.8 35 0.0125 0.03 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 12.4 65 0.0125 0.09 Sheet Flow, Grass Sheet Flow Grass: Dense n= 0.240 P2= 3.11" 1.3 52 0.0056 0.67 Shallow Concentrated Flow, Grass Shallow Flow Cultivated Straight Rows Kv= 9.0 fps 2.0 45 0.0056 0.37 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 1.5 48 0.0056 0.52 Shallow Concentrated Flow, Grass Shallow Short Grass Pasture Kv= 7.0 fps 11.2 320 0.0091 0.48 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 48.2 565 Total Proposed Conditions Type III 24-hr 2-Yr Rainfall=3.10"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 13HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P4: P4 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type III 24-hr 2-Yr Rainfall=3.10" Runoff Area=177,576 sf Runoff Volume=0.388 af Runoff Depth=1.14" Flow Length=565' Tc=48.2 min CN=77 2.35 cfs Proposed Conditions Type III 24-hr 2-Yr Rainfall=3.10"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 14HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P5: P5 Runoff = 0.54 cfs @ 12.70 hrs, Volume= 0.108 af, Depth= 0.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Yr Rainfall=3.10" Area (sf) CN Description 7,988 61 >75% Grass cover, Good, HSG B * 2,980 71 >75% Grass cover, Good, HSG B/D 5,156 74 >75% Grass cover, Good, HSG C * 2,260 98 Impervious 0 71 Meadow, non-grazed, HSG C 33,124 55 Woods, Good, HSG B * 50,227 66 Woods, Good, HSG B/D 8,581 70 Woods, Good, HSG C 110,316 64 Weighted Average 108,056 97.95% Pervious Area 2,260 2.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.7 58 0.0466 0.14 Sheet Flow, Grass Sheet Flow Grass: Dense n= 0.240 P2= 3.11" 13.5 42 0.0466 0.05 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.11" 22.6 450 0.0044 0.33 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 42.8 550 Total Proposed Conditions Type III 24-hr 2-Yr Rainfall=3.10"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 15HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5: P5 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Yr Rainfall=3.10" Runoff Area=110,316 sf Runoff Volume=0.108 af Runoff Depth=0.51" Flow Length=550' Tc=42.8 min CN=64 0.54 cfs Proposed Conditions Type III 24-hr 2-Yr Rainfall=3.10"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 16HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond PB1: Pond West Inflow Area = 1.597 ac, 79.06% Impervious, Inflow Depth = 2.26" for 2-Yr event Inflow = 2.75 cfs @ 12.28 hrs, Volume= 0.300 af Outflow = 0.74 cfs @ 12.84 hrs, Volume= 0.297 af, Atten= 73%, Lag= 33.2 min Primary = 0.74 cfs @ 12.84 hrs, Volume= 0.297 af Routed to Link DP1* : DP1* Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 69.31' @ 12.84 hrs Surf.Area= 9,511 sf Storage= 5,814 cf Plug-Flow detention time= 187.6 min calculated for 0.297 af (99% of inflow) Center-of-Mass det. time= 180.8 min ( 993.5 - 812.7 ) Volume Invert Avail.Storage Storage Description #1 68.65' 31,601 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 68.65 8,267 0 0 69.00 8,805 2,988 2,988 70.00 11,093 9,949 12,937 71.00 12,705 11,899 24,836 71.50 14,355 6,765 31,601 Device Routing Invert Outlet Devices #1 Primary 68.65'12.0" Round Culvert L= 26.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 68.65' / 68.50' S= 0.0058 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 68.65'28.0" W x 1.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 69.31'16.0" W x 1.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 69.73'8.0" W x 1.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 69.97'36.0" W x 1.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #6 Device 1 70.12'10.0" W x 1.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.74 cfs @ 12.84 hrs HW=69.31' (Free Discharge) 1=Culvert (Passes 0.74 cfs of 1.10 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.74 cfs @ 3.78 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) 5=Orifice/Grate ( Controls 0.00 cfs) 6=Orifice/Grate ( Controls 0.00 cfs) Proposed Conditions Type III 24-hr 2-Yr Rainfall=3.10"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 17HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond PB1: Pond West Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=1.597 ac Peak Elev=69.31' Storage=5,814 cf 2.75 cfs 0.74 cfs Proposed Conditions Type III 24-hr 2-Yr Rainfall=3.10"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 18HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond PB2: Pond North Inflow Area = 5.094 ac, 35.20% Impervious, Inflow Depth = 1.44" for 2-Yr event Inflow = 3.38 cfs @ 12.09 hrs, Volume= 0.612 af Outflow = 1.07 cfs @ 13.53 hrs, Volume= 0.605 af, Atten= 68%, Lag= 86.7 min Primary = 1.07 cfs @ 13.53 hrs, Volume= 0.605 af Routed to Link DP1* : DP1* Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 69.37' @ 13.53 hrs Surf.Area= 15,468 sf Storage= 10,623 cf Plug-Flow detention time= 200.0 min calculated for 0.605 af (99% of inflow) Center-of-Mass det. time= 192.6 min ( 1,042.5 - 849.9 ) Volume Invert Avail.Storage Storage Description #1 68.65' 48,929 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 68.65 13,925 0 0 69.00 14,665 5,003 5,003 70.00 16,818 15,742 20,745 71.00 19,028 17,923 38,668 71.50 22,018 10,262 48,929 Device Routing Invert Outlet Devices #1 Primary 68.65'24.0" Round Culvert L= 30.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 68.65' / 68.50' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf #2 Device 1 68.65'20.0" W x 2.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 69.37'36.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 69.82'36.0" W x 2.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 70.11'23.0" W x 1.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #6 Device 1 70.31'36.0" W x 1.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.07 cfs @ 13.53 hrs HW=69.37' (Free Discharge) 1=Culvert (Passes 1.07 cfs of 2.05 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.07 cfs @ 3.85 fps) 3=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.18 fps) 4=Orifice/Grate ( Controls 0.00 cfs) 5=Orifice/Grate ( Controls 0.00 cfs) 6=Orifice/Grate ( Controls 0.00 cfs) Proposed Conditions Type III 24-hr 2-Yr Rainfall=3.10"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 19HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond PB2: Pond North Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=5.094 ac Peak Elev=69.37' Storage=10,623 cf 3.38 cfs 1.07 cfs Proposed Conditions Type III 24-hr 2-Yr Rainfall=3.10"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 20HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP1*: DP1* Inflow Area = 8.172 ac, 37.39% Impervious, Inflow Depth > 1.47" for 2-Yr event Inflow = 2.24 cfs @ 12.97 hrs, Volume= 1.002 af Primary = 2.24 cfs @ 12.97 hrs, Volume= 1.002 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link DP1*: DP1* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Inflow Area=8.172 ac 2.24 cfs 2.24 cfs Proposed Conditions Type III 24-hr 10-Yr Rainfall=4.92"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 21HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type III 24-hr 10-Yr Rainfall=4.92" Runoff Area=64,495 sf Runoff Volume=0.254 af Runoff Depth=2.06" Flow Length=270' Tc=61.1 min CN=71 1.36 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Type III 24-hr 10-Yr Rainfall=4.92" Runoff Area=69,552 sf Runoff Volume=0.534 af Runoff Depth=4.01" Flow Length=103' Tc=20.9 min CN=92 4.77 cfs Proposed Conditions Type III 24-hr 10-Yr Rainfall=4.92"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 22HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: P3 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Type III 24-hr 10-Yr Rainfall=4.92" Runoff Area=44,337 sf Runoff Volume=0.378 af Runoff Depth=4.45" Tc=6.0 min CN=96 4.82 cfs Subcatchment P4: P4 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Type III 24-hr 10-Yr Rainfall=4.92" Runoff Area=177,576 sf Runoff Volume=0.868 af Runoff Depth=2.56" Flow Length=565' Tc=48.2 min CN=77 5.44 cfs Proposed Conditions Type III 24-hr 10-Yr Rainfall=4.92"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 23HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5: P5 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type III 24-hr 10-Yr Rainfall=4.92" Runoff Area=110,316 sf Runoff Volume=0.323 af Runoff Depth=1.53" Flow Length=550' Tc=42.8 min CN=64 2.02 cfs Pond PB1: Pond West Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Inflow Area=1.597 ac Peak Elev=69.73' Storage=10,009 cf 4.77 cfs 1.28 cfs Proposed Conditions Type III 24-hr 10-Yr Rainfall=4.92"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 24HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond PB2: Pond North Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Inflow Area=5.094 ac Peak Elev=69.86' Storage=18,452 cf 6.17 cfs 3.69 cfs Link DP1*: DP1* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Inflow Area=8.172 ac 6.19 cfs 6.19 cfs Proposed Conditions Type III 24-hr 25-Yr Rainfall=6.06"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 25HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type III 24-hr 25-Yr Rainfall=6.06" Runoff Area=64,495 sf Runoff Volume=0.364 af Runoff Depth=2.95" Flow Length=270' Tc=61.1 min CN=71 1.99 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Type III 24-hr 25-Yr Rainfall=6.06" Runoff Area=69,552 sf Runoff Volume=0.682 af Runoff Depth=5.13" Flow Length=103' Tc=20.9 min CN=92 6.02 cfs Proposed Conditions Type III 24-hr 25-Yr Rainfall=6.06"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 26HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: P3 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Type III 24-hr 25-Yr Rainfall=6.06" Runoff Area=44,337 sf Runoff Volume=0.474 af Runoff Depth=5.59" Tc=6.0 min CN=96 5.98 cfs Subcatchment P4: P4 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Type III 24-hr 25-Yr Rainfall=6.06" Runoff Area=177,576 sf Runoff Volume=1.200 af Runoff Depth=3.53" Flow Length=565' Tc=48.2 min CN=77 7.52 cfs Proposed Conditions Type III 24-hr 25-Yr Rainfall=6.06"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 27HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5: P5 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type III 24-hr 25-Yr Rainfall=6.06" Runoff Area=110,316 sf Runoff Volume=0.487 af Runoff Depth=2.31" Flow Length=550' Tc=42.8 min CN=64 3.16 cfs Pond PB1: Pond West Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Inflow Area=1.597 ac Peak Elev=69.97' Storage=12,618 cf 6.02 cfs 1.60 cfs Proposed Conditions Type III 24-hr 25-Yr Rainfall=6.06"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 28HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond PB2: Pond North Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=5.094 ac Peak Elev=70.12' Storage=22,779 cf 8.25 cfs 5.55 cfs Link DP1*: DP1* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=8.172 ac 9.01 cfs 9.01 cfs Proposed Conditions Type III 24-hr 50-Yr Rainfall=6.89"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 29HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type III 24-hr 50-Yr Rainfall=6.89" Runoff Area=64,495 sf Runoff Volume=0.448 af Runoff Depth=3.63" Flow Length=270' Tc=61.1 min CN=71 2.46 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 Type III 24-hr 50-Yr Rainfall=6.89" Runoff Area=69,552 sf Runoff Volume=0.791 af Runoff Depth=5.95" Flow Length=103' Tc=20.9 min CN=92 6.92 cfs Proposed Conditions Type III 24-hr 50-Yr Rainfall=6.89"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 30HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: P3 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 Type III 24-hr 50-Yr Rainfall=6.89" Runoff Area=44,337 sf Runoff Volume=0.544 af Runoff Depth=6.41" Tc=6.0 min CN=96 6.82 cfs Subcatchment P4: P4 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 50-Yr Rainfall=6.89" Runoff Area=177,576 sf Runoff Volume=1.450 af Runoff Depth=4.27" Flow Length=565' Tc=48.2 min CN=77 9.08 cfs Proposed Conditions Type III 24-hr 50-Yr Rainfall=6.89"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 31HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5: P5 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type III 24-hr 50-Yr Rainfall=6.89" Runoff Area=110,316 sf Runoff Volume=0.616 af Runoff Depth=2.92" Flow Length=550' Tc=42.8 min CN=64 4.06 cfs Pond PB1: Pond West Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=1.597 ac Peak Elev=70.12' Storage=14,237 cf 6.92 cfs 2.13 cfs Proposed Conditions Type III 24-hr 50-Yr Rainfall=6.89"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 32HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond PB2: Pond North Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=5.094 ac Peak Elev=70.31' Storage=26,029 cf 9.91 cfs 6.76 cfs Link DP1*: DP1* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=8.172 ac 11.17 cfs 11.17 cfs Proposed Conditions Type III 24-hr 100-Yr Rainfall=7.81"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 33HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type III 24-hr 100-Yr Rainfall=7.81" Runoff Area=64,495 sf Runoff Volume=0.545 af Runoff Depth=4.41" Flow Length=270' Tc=61.1 min CN=71 3.00 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Type III 24-hr 100-Yr Rainfall=7.81" Runoff Area=69,552 sf Runoff Volume=0.912 af Runoff Depth=6.86" Flow Length=103' Tc=20.9 min CN=92 7.92 cfs Proposed Conditions Type III 24-hr 100-Yr Rainfall=7.81"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 34HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: P3 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Type III 24-hr 100-Yr Rainfall=7.81" Runoff Area=44,337 sf Runoff Volume=0.622 af Runoff Depth=7.33" Tc=6.0 min CN=96 7.75 cfs Subcatchment P4: P4 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 100-Yr Rainfall=7.81" Runoff Area=177,576 sf Runoff Volume=1.733 af Runoff Depth=5.10" Flow Length=565' Tc=48.2 min CN=77 10.83 cfs Proposed Conditions Type III 24-hr 100-Yr Rainfall=7.81"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 35HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5: P5 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Type III 24-hr 100-Yr Rainfall=7.81" Runoff Area=110,316 sf Runoff Volume=0.766 af Runoff Depth=3.63" Flow Length=550' Tc=42.8 min CN=64 5.10 cfs Pond PB1: Pond West Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=1.597 ac Peak Elev=70.27' Storage=15,968 cf 7.92 cfs 2.59 cfs Proposed Conditions Type III 24-hr 100-Yr Rainfall=7.81"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 36HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond PB2: Pond North Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=5.094 ac Peak Elev=70.51' Storage=29,602 cf 11.79 cfs 8.23 cfs Link DP1*: DP1* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=8.172 ac 13.61 cfs 13.61 cfs Proposed Conditions Type III 24-hr 100-Yr Rainfall=7.81"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 37HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond PB1: Pond West Inflow Area = 1.597 ac, 79.06% Impervious, Inflow Depth = 6.86" for 100-Yr event Inflow = 7.92 cfs @ 12.28 hrs, Volume= 0.912 af Outflow = 2.59 cfs @ 12.75 hrs, Volume= 0.908 af, Atten= 67%, Lag= 28.1 min Primary = 2.59 cfs @ 12.75 hrs, Volume= 0.908 af Routed to Link DP1* : DP1* Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 70.27' @ 12.75 hrs Surf.Area= 11,525 sf Storage= 15,968 cf Plug-Flow detention time= 141.3 min calculated for 0.908 af (100% of inflow) Center-of-Mass det. time= 138.6 min ( 922.2 - 783.5 ) Volume Invert Avail.Storage Storage Description #1 68.65' 31,601 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 68.65 8,267 0 0 69.00 8,805 2,988 2,988 70.00 11,093 9,949 12,937 71.00 12,705 11,899 24,836 71.50 14,355 6,765 31,601 Device Routing Invert Outlet Devices #1 Primary 68.65'12.0" Round Culvert L= 26.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 68.65' / 68.50' S= 0.0058 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf #2 Device 1 68.65'28.0" W x 1.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 69.31'16.0" W x 1.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 69.73'8.0" W x 1.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 69.97'36.0" W x 1.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #6 Device 1 70.12'10.0" W x 1.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.59 cfs @ 12.75 hrs HW=70.27' (Free Discharge) 1=Culvert (Passes 2.59 cfs of 3.48 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.18 cfs @ 6.05 fps) 3=Orifice/Grate (Orifice Controls 0.51 cfs @ 4.61 fps) 4=Orifice/Grate (Orifice Controls 0.19 cfs @ 3.39 fps) 5=Orifice/Grate (Orifice Controls 0.61 cfs @ 2.44 fps) 6=Orifice/Grate (Orifice Controls 0.11 cfs @ 1.56 fps) Proposed Conditions Type III 24-hr 100-Yr Rainfall=7.81"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc Page 38HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond PB2: Pond North Inflow Area = 5.094 ac, 35.20% Impervious, Inflow Depth = 5.55" for 100-Yr event Inflow = 11.79 cfs @ 12.59 hrs, Volume= 2.355 af Outflow = 8.23 cfs @ 13.01 hrs, Volume= 2.346 af, Atten= 30%, Lag= 25.2 min Primary = 8.23 cfs @ 13.01 hrs, Volume= 2.346 af Routed to Link DP1* : DP1* Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 70.51' @ 13.01 hrs Surf.Area= 17,944 sf Storage= 29,602 cf Plug-Flow detention time= 111.0 min calculated for 2.346 af (100% of inflow) Center-of-Mass det. time= 109.1 min ( 933.3 - 824.2 ) Volume Invert Avail.Storage Storage Description #1 68.65' 48,929 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 68.65 13,925 0 0 69.00 14,665 5,003 5,003 70.00 16,818 15,742 20,745 71.00 19,028 17,923 38,668 71.50 22,018 10,262 48,929 Device Routing Invert Outlet Devices #1 Primary 68.65'24.0" Round Culvert L= 30.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 68.65' / 68.50' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf #2 Device 1 68.65'20.0" W x 2.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 69.37'36.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 69.82'36.0" W x 2.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 70.11'23.0" W x 1.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #6 Device 1 70.31'36.0" W x 1.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=8.23 cfs @ 13.01 hrs HW=70.51' (Free Discharge) 1=Culvert (Passes 8.23 cfs of 10.41 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.78 cfs @ 6.42 fps) 3=Orifice/Grate (Orifice Controls 3.64 cfs @ 4.85 fps) 4=Orifice/Grate (Orifice Controls 1.87 cfs @ 3.75 fps) 5=Orifice/Grate (Orifice Controls 0.46 cfs @ 2.88 fps) 6=Orifice/Grate (Orifice Controls 0.48 cfs @ 1.91 fps) APPENDIX C NRCS Soil Map & Data United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for State of ConnecticutNatural Resources Conservation Service October 13, 2022 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 Soil Map..................................................................................................................5 Soil Map................................................................................................................6 Legend..................................................................................................................7 Map Unit Legend..................................................................................................8 Map Unit Descriptions..........................................................................................8 State of Connecticut........................................................................................10 13—Walpole sandy loam, 0 to 3 percent slopes.........................................10 23A—Sudbury sandy loam, 0 to 5 percent slopes......................................11 29A—Agawam fine sandy loam, 0 to 3 percent slopes...............................13 306—Udorthents-Urban land complex........................................................14 308—Udorthents, smoothed.......................................................................16 701A—Ninigret fine sandy loam, 0 to 3 percent slopes..............................17 Soil Information for All Uses...............................................................................20 Soil Properties and Qualities..............................................................................20 Soil Qualities and Features.............................................................................20 Hydrologic Soil Group.................................................................................20 References............................................................................................................25 4 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 5 6 Custom Soil Resource Report Soil Map 463284046329104632980463305046331204633190463326046333304633400463284046329104632980463305046331204633190463326046333304633400699180 699250 699320 699390 699460 699530 699600 699180 699250 699320 699390 699460 699530 699600 41° 49' 39'' N 72° 36' 6'' W41° 49' 39'' N72° 35' 46'' W41° 49' 19'' N 72° 36' 6'' W41° 49' 19'' N 72° 35' 46'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 100 200 400 600 Feet 0 40 80 160 240 Meters Map Scale: 1:2,950 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: State of Connecticut Survey Area Data: Version 22, Sep 12, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 15, 2019—Aug 29, 2019 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 7 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 13 Walpole sandy loam, 0 to 3 percent slopes 4.3 18.0% 23A Sudbury sandy loam, 0 to 5 percent slopes 2.7 11.5% 29A Agawam fine sandy loam, 0 to 3 percent slopes 1.2 5.0% 306 Udorthents-Urban land complex 0.9 3.7% 308 Udorthents, smoothed 8.7 37.0% 701A Ninigret fine sandy loam, 0 to 3 percent slopes 5.9 24.8% Totals for Area of Interest 23.6 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it Custom Soil Resource Report 8 was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 9 State of Connecticut 13—Walpole sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2svkl Elevation: 0 to 1,020 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 250 days Farmland classification: Farmland of statewide importance Map Unit Composition Walpole and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Walpole Setting Landform:Depressions, outwash plains, outwash terraces, depressions, deltas Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread, dip, talf Down-slope shape:Concave Across-slope shape:Concave Parent material:Sandy glaciofluvial deposits derived from igneous, metamorphic and sedimentary rock Typical profile Oe - 0 to 1 inches: mucky peat A - 1 to 7 inches: sandy loam Bg - 7 to 21 inches: sandy loam BC - 21 to 25 inches: gravelly sandy loam C - 25 to 65 inches: very gravelly sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Poorly drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.14 to 14.17 in/hr) Depth to water table:About 0 to 4 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 6.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4w Hydrologic Soil Group: B/D Ecological site: F144AY028MA - Wet Outwash Hydric soil rating: Yes Custom Soil Resource Report 10 Minor Components Sudbury Percent of map unit:10 percent Landform:Outwash plains, deltas, terraces Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread, dip Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Scarboro Percent of map unit:10 percent Landform:Outwash plains, deltas, outwash terraces Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread, dip Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes 23A—Sudbury sandy loam, 0 to 5 percent slopes Map Unit Setting National map unit symbol: 9lkv Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Sudbury and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Sudbury Setting Landform:Terraces, outwash plains Down-slope shape:Concave Across-slope shape:Linear Parent material:Sandy and gravelly glaciofluvial deposits derived from granite and/or schist and/or gneiss Typical profile Oe - 0 to 1 inches: moderately decomposed plant material A - 1 to 5 inches: sandy loam Bw1 - 5 to 17 inches: gravelly sandy loam Bw2 - 17 to 25 inches: sandy loam 2C - 25 to 60 inches: stratified gravel to sand Custom Soil Resource Report 11 Properties and qualities Slope:0 to 5 percent Depth to restrictive feature:More than 80 inches Drainage class:Moderately well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat):High (1.98 to 5.95 in/hr) Depth to water table:About 18 to 36 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Low (about 4.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B Ecological site: F144AY027MA - Moist Sandy Outwash Hydric soil rating: No Minor Components Merrimac Percent of map unit:5 percent Landform:Terraces, outwash plains, kames Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Ninigret Percent of map unit:5 percent Landform:Terraces, outwash plains Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Agawam Percent of map unit:5 percent Landform:Terraces, outwash plains Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Tisbury Percent of map unit:3 percent Landform:Terraces, outwash plains Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Walpole Percent of map unit:2 percent Landform:Drainageways on terraces, depressions on terraces Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Custom Soil Resource Report 12 29A—Agawam fine sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2tyqw Elevation: 0 to 1,040 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 250 days Farmland classification: All areas are prime farmland Map Unit Composition Agawam and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Agawam Setting Landform:Moraines, kames, kame terraces, outwash plains, outwash terraces Landform position (two-dimensional):Summit, shoulder, backslope, footslope Landform position (three-dimensional):Crest, side slope, riser, tread, rise, dip Down-slope shape:Convex Across-slope shape:Convex Parent material:Coarse-loamy eolian deposits over sandy and gravelly glaciofluvial deposits derived from gneiss, granite, schist, and/or phyllite Typical profile Ap - 0 to 11 inches: fine sandy loam Bw1 - 11 to 16 inches: fine sandy loam Bw2 - 16 to 26 inches: fine sandy loam 2C1 - 26 to 39 inches: loamy fine sand 2C2 - 39 to 55 inches: loamy fine sand 2C3 - 55 to 65 inches: loamy sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:15 to 35 inches to strongly contrasting textural stratification Drainage class:Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.14 to 14.17 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 3.4 inches) Interpretive groups Land capability classification (irrigated): None specified Custom Soil Resource Report 13 Land capability classification (nonirrigated): 2s Hydrologic Soil Group: B Ecological site: F145XY008MA - Dry Outwash Hydric soil rating: No Minor Components Ninigret Percent of map unit:5 percent Landform:Terraces Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Windsor Percent of map unit:4 percent Landform:Dunes, deltas, outwash terraces, outwash plains Landform position (three-dimensional):Tread, riser Down-slope shape:Convex, linear Across-slope shape:Convex, linear Hydric soil rating: No Hinckley Percent of map unit:3 percent Landform:Deltas, kames, eskers, outwash plains Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Head slope, nose slope, crest, side slope, rise Down-slope shape:Convex Across-slope shape:Convex, linear Hydric soil rating: No Walpole Percent of map unit:3 percent Landform:Deltas, depressions, outwash terraces, depressions, outwash plains Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread, talf, dip Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes 306—Udorthents-Urban land complex Map Unit Setting National map unit symbol: 9lmg Elevation: 0 to 2,000 feet Mean annual precipitation: 43 to 56 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 120 to 185 days Farmland classification: Not prime farmland Custom Soil Resource Report 14 Map Unit Composition Udorthents and similar soils:50 percent Urban land:35 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Udorthents Setting Down-slope shape:Convex Across-slope shape:Linear Parent material:Drift Typical profile A - 0 to 5 inches: loam C1 - 5 to 21 inches: gravelly loam C2 - 21 to 80 inches: very gravelly sandy loam Properties and qualities Slope:0 to 25 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Very low to high (0.00 to 1.98 in/hr) Depth to water table:About 54 to 72 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: B Hydric soil rating: No Description of Urban Land Typical profile H - 0 to 6 inches: material Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydrologic Soil Group: D Hydric soil rating: Unranked Minor Components Unnamed, undisturbed soils Percent of map unit:8 percent Hydric soil rating: No Udorthents, wet substratum Percent of map unit:5 percent Down-slope shape:Convex Across-slope shape:Linear Custom Soil Resource Report 15 Hydric soil rating: No Rock outcrop Percent of map unit:2 percent Hydric soil rating: No 308—Udorthents, smoothed Map Unit Setting National map unit symbol: 9lmj Elevation: 0 to 2,000 feet Mean annual precipitation: 43 to 56 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 120 to 185 days Farmland classification: Not prime farmland Map Unit Composition Udorthents and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Udorthents Setting Down-slope shape:Convex Across-slope shape:Linear Typical profile A - 0 to 5 inches: loam C1 - 5 to 21 inches: gravelly loam C2 - 21 to 80 inches: very gravelly sandy loam Properties and qualities Slope:0 to 35 percent Depth to restrictive feature:More than 80 inches Drainage class:Moderately well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Very low to high (0.00 to 1.98 in/hr) Depth to water table:About 24 to 54 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: C Hydric soil rating: No Custom Soil Resource Report 16 Minor Components Udorthents, wet substratum Percent of map unit:7 percent Hydric soil rating: No Unnamed, undisturbed soils Percent of map unit:7 percent Hydric soil rating: No Urban land Percent of map unit:5 percent Hydric soil rating: No Rock outcrop Percent of map unit:1 percent Hydric soil rating: No 701A—Ninigret fine sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2y07d Elevation: 0 to 1,260 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Ninigret and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ninigret Setting Landform:Kame terraces, outwash plains, moraines, kames, outwash terraces Landform position (two-dimensional):Footslope, toeslope Landform position (three-dimensional):Base slope, tread Down-slope shape:Convex, linear Across-slope shape:Convex, concave Parent material:Coarse-loamy eolian deposits over sandy and gravelly glaciofluvial deposits derived from gneiss, granite, schist, and/or phyllite Typical profile Ap - 0 to 8 inches: fine sandy loam Bw1 - 8 to 16 inches: fine sandy loam Bw2 - 16 to 26 inches: fine sandy loam 2C - 26 to 65 inches: stratified loamy sand to loamy fine sand Custom Soil Resource Report 17 Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:18 to 38 inches to strongly contrasting textural stratification Drainage class:Moderately well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.14 to 14.17 in/hr) Depth to water table:About 17 to 39 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 3.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C Ecological site: F144AY026CT - Moist Silty Outwash Hydric soil rating: No Minor Components Merrimac Percent of map unit:5 percent Landform:Outwash plains, outwash terraces, eskers, kames, moraines Landform position (two-dimensional):Summit, shoulder Landform position (three-dimensional):Side slope, crest, tread Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Agawam Percent of map unit:5 percent Landform:Kame terraces, outwash plains, outwash terraces, moraines, kames Landform position (two-dimensional):Summit, shoulder Landform position (three-dimensional):Side slope, crest, tread Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Tisbury Percent of map unit:3 percent Landform:Outwash terraces, valley trains, deltas, outwash plains Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: No Raypol Percent of map unit:2 percent Landform:Drainageways, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Custom Soil Resource Report 18 Custom Soil Resource Report 19 Soil Information for All Uses Soil Properties and Qualities The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table for the soil map units in the selected area of interest. A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components. This aggregation process is defined for each property or quality. Soil Qualities and Features Soil qualities are behavior and performance attributes that are not directly measured, but are inferred from observations of dynamic conditions and from soil properties. Example soil qualities include natural drainage, and frost action. Soil features are attributes that are not directly part of the soil. Example soil features include slope and depth to restrictive layer. These features can greatly impact the use and management of the soil. Hydrologic Soil Group Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. 20 Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Custom Soil Resource Report 21 22 Custom Soil Resource Report Map—Hydrologic Soil Group 463284046329104632980463305046331204633190463326046333304633400463284046329104632980463305046331204633190463326046333304633400699180 699250 699320 699390 699460 699530 699600 699180 699250 699320 699390 699460 699530 699600 41° 49' 39'' N 72° 36' 6'' W41° 49' 39'' N72° 35' 46'' W41° 49' 19'' N 72° 36' 6'' W41° 49' 19'' N 72° 35' 46'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 100 200 400 600 Feet 0 40 80 160 240 Meters Map Scale: 1:2,950 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: State of Connecticut Survey Area Data: Version 22, Sep 12, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 15, 2019—Aug 29, 2019 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 23 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 13 Walpole sandy loam, 0 to 3 percent slopes B/D 4.3 18.0% 23A Sudbury sandy loam, 0 to 5 percent slopes B 2.7 11.5% 29A Agawam fine sandy loam, 0 to 3 percent slopes B 1.2 5.0% 306 Udorthents-Urban land complex B 0.9 3.7% 308 Udorthents, smoothed C 8.7 37.0% 701A Ninigret fine sandy loam, 0 to 3 percent slopes C 5.9 24.8% Totals for Area of Interest 23.6 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 24 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 25 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 26 APPENDIX D NOAA Rainfall Data 10/13/22, 3:49 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=41.8255&lon=-72.5994&data=intensity&units=english&series=pds 1/4 NOAA Atlas 14, Volume 10, Version 3 Location name: South Windsor, Connecticut, USA* Latitude: 41.8255°, Longitude: -72.5994° Elevation: 73.32 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/hour)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 4.03 (3.13‑5.18) 4.88 (3.79‑6.29) 6.28 (4.85‑8.10) 7.44 (5.72‑9.66) 9.04 (6.74‑12.3) 10.2 (7.48‑14.2) 11.5 (8.16‑16.6) 12.9 (8.69‑19.1) 15.0 (9.68‑22.9) 16.6 (10.5‑26.0) 10-min 2.86 (2.22‑3.67) 3.46 (2.69‑4.45) 4.45 (3.44‑5.74) 5.27 (4.06‑6.85) 6.40 (4.78‑8.70) 7.25 (5.30‑10.1) 8.14 (5.78‑11.8) 9.14 (6.16‑13.5) 10.6 (6.86‑16.2) 11.8 (7.45‑18.4) 15-min 2.24 (1.74‑2.88) 2.72 (2.11‑3.49) 3.49 (2.70‑4.50) 4.14 (3.18‑5.37) 5.02 (3.74‑6.82) 5.69 (4.16‑7.90) 6.39 (4.54‑9.22) 7.18 (4.83‑10.6) 8.30 (5.38‑12.7) 9.23 (5.84‑14.4) 30-min 1.50 (1.17‑1.93) 1.83 (1.42‑2.35) 2.36 (1.82‑3.04) 2.79 (2.15‑3.63) 3.40 (2.53‑4.62) 3.85 (2.82‑5.35) 4.33 (3.07‑6.25) 4.87 (3.27‑7.19) 5.63 (3.65‑8.62) 6.26 (3.96‑9.79) 60-min 0.942 (0.732‑1.21) 1.15 (0.891‑1.48) 1.48 (1.15‑1.91) 1.76 (1.36‑2.28) 2.14 (1.60‑2.91) 2.43 (1.78‑3.38) 2.73 (1.94‑3.94) 3.07 (2.07‑4.54) 3.56 (2.30‑5.45) 3.95 (2.50‑6.18) 2-hr 0.610 (0.477‑0.778) 0.738 (0.576‑0.944) 0.948 (0.738‑1.22) 1.12 (0.868‑1.45) 1.36 (1.02‑1.84) 1.54 (1.13‑2.13) 1.73 (1.24‑2.50) 1.96 (1.32‑2.87) 2.29 (1.49‑3.49) 2.57 (1.63‑4.00) 3-hr 0.468 (0.367‑0.596) 0.566 (0.444‑0.721) 0.726 (0.567‑0.928) 0.859 (0.667‑1.10) 1.04 (0.785‑1.41) 1.18 (0.871‑1.63) 1.32 (0.955‑1.91) 1.50 (1.01‑2.19) 1.77 (1.15‑2.68) 2.00 (1.27‑3.09) 6-hr 0.294 (0.232‑0.372) 0.357 (0.281‑0.452) 0.459 (0.361‑0.583) 0.544 (0.425‑0.696) 0.661 (0.502‑0.889) 0.747 (0.557‑1.03) 0.842 (0.612‑1.21) 0.958 (0.650‑1.39) 1.14 (0.742‑1.71) 1.29 (0.824‑1.99) 12-hr 0.178 (0.141‑0.224) 0.218 (0.173‑0.274) 0.283 (0.224‑0.358) 0.338 (0.265‑0.429) 0.413 (0.315‑0.552) 0.468 (0.350‑0.642) 0.528 (0.386‑0.758) 0.603 (0.411‑0.872) 0.720 (0.471‑1.08) 0.821 (0.525‑1.25) 24-hr 0.104 (0.083‑0.130) 0.129 (0.103‑0.162) 0.171 (0.136‑0.214) 0.205 (0.162‑0.259) 0.252 (0.194‑0.337) 0.287 (0.217‑0.393) 0.325 (0.240‑0.467) 0.374 (0.256‑0.538) 0.452 (0.297‑0.673) 0.520 (0.334‑0.789) 2-day 0.059 (0.047‑0.073) 0.074 (0.059‑0.092) 0.099 (0.079‑0.124) 0.120 (0.095‑0.151) 0.149 (0.115‑0.198) 0.169 (0.129‑0.232) 0.193 (0.144‑0.277) 0.224 (0.153‑0.320) 0.275 (0.181‑0.407) 0.321 (0.206‑0.483) 3-day 0.043 (0.034‑0.053) 0.054 (0.043‑0.067) 0.072 (0.058‑0.090) 0.087 (0.070‑0.109) 0.109 (0.084‑0.144) 0.124 (0.095‑0.169) 0.141 (0.106‑0.202) 0.164 (0.113‑0.233) 0.202 (0.133‑0.298) 0.236 (0.152‑0.355) 4-day 0.034 (0.028‑0.042) 0.043 (0.035‑0.053) 0.058 (0.047‑0.072) 0.070 (0.056‑0.088) 0.087 (0.068‑0.115) 0.099 (0.076‑0.135) 0.113 (0.085‑0.161) 0.131 (0.090‑0.186) 0.162 (0.107‑0.238) 0.189 (0.122‑0.283) 7-day 0.023 (0.019‑0.028) 0.029 (0.023‑0.036) 0.038 (0.031‑0.047) 0.046 (0.037‑0.057) 0.057 (0.045‑0.075) 0.065 (0.050‑0.088) 0.074 (0.055‑0.104) 0.085 (0.059‑0.120) 0.104 (0.069‑0.152) 0.121 (0.079‑0.180) 10-day 0.019 (0.015‑0.023) 0.023 (0.019‑0.028) 0.030 (0.024‑0.037) 0.036 (0.029‑0.044) 0.044 (0.034‑0.057) 0.050 (0.038‑0.067) 0.056 (0.042‑0.079) 0.065 (0.045‑0.091) 0.078 (0.052‑0.114) 0.090 (0.058‑0.134) 20-day 0.014 (0.011‑0.016) 0.016 (0.013‑0.019) 0.019 (0.016‑0.024) 0.023 (0.018‑0.028) 0.027 (0.021‑0.035) 0.030 (0.023‑0.039) 0.033 (0.025‑0.046) 0.037 (0.026‑0.052) 0.044 (0.029‑0.063) 0.049 (0.032‑0.072) 30-day 0.011 (0.009‑0.014) 0.013 (0.011‑0.016) 0.015 (0.013‑0.019) 0.018 (0.014‑0.021) 0.020 (0.016‑0.026) 0.023 (0.017‑0.029) 0.025 (0.018‑0.034) 0.027 (0.019‑0.038) 0.031 (0.021‑0.045) 0.034 (0.022‑0.050) 45-day 0.010 (0.008‑0.012) 0.011 (0.009‑0.013) 0.012 (0.010‑0.015) 0.014 (0.011‑0.017) 0.016 (0.012‑0.020) 0.017 (0.013‑0.022) 0.019 (0.014‑0.025) 0.020 (0.014‑0.028) 0.023 (0.015‑0.032) 0.024 (0.016‑0.035) 60-day 0.008 (0.007‑0.010) 0.009 (0.008‑0.011) 0.011 (0.009‑0.013) 0.012 (0.010‑0.014) 0.013 (0.010‑0.017) 0.014 (0.011‑0.019) 0.016 (0.011‑0.021) 0.017 (0.012‑0.023) 0.018 (0.012‑0.026) 0.019 (0.013‑0.028) 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 10/13/22, 3:48 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=41.8255&lon=-72.5994&data=depth&units=english&series=pds 1/4 NOAA Atlas 14, Volume 10, Version 3 Location name: South Windsor, Connecticut, USA* Latitude: 41.8255°, Longitude: -72.5994° Elevation: 73.32 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 0.336 (0.261‑0.432) 0.407 (0.316‑0.524) 0.523 (0.404‑0.675) 0.620 (0.477‑0.805) 0.753 (0.562‑1.02) 0.853 (0.623‑1.19) 0.958 (0.680‑1.38) 1.08 (0.724‑1.59) 1.25 (0.807‑1.91) 1.39 (0.876‑2.16) 10-min 0.476 (0.370‑0.612) 0.577 (0.448‑0.742) 0.742 (0.574‑0.957) 0.879 (0.676‑1.14) 1.07 (0.796‑1.45) 1.21 (0.883‑1.68) 1.36 (0.964‑1.96) 1.52 (1.03‑2.25) 1.77 (1.14‑2.70) 1.96 (1.24‑3.07) 15-min 0.560 (0.436‑0.720) 0.679 (0.527‑0.873) 0.873 (0.676‑1.13) 1.03 (0.796‑1.34) 1.25 (0.936‑1.71) 1.42 (1.04‑1.98) 1.60 (1.13‑2.30) 1.79 (1.21‑2.65) 2.08 (1.35‑3.18) 2.31 (1.46‑3.61) 30-min 0.751 (0.584‑0.965) 0.913 (0.709‑1.17) 1.18 (0.911‑1.52) 1.40 (1.08‑1.81) 1.70 (1.27‑2.31) 1.93 (1.41‑2.68) 2.17 (1.54‑3.12) 2.43 (1.64‑3.59) 2.82 (1.83‑4.31) 3.13 (1.98‑4.89) 60-min 0.942 (0.732‑1.21) 1.15 (0.891‑1.48) 1.48 (1.15‑1.91) 1.76 (1.36‑2.28) 2.14 (1.60‑2.91) 2.43 (1.78‑3.38) 2.73 (1.94‑3.94) 3.07 (2.07‑4.54) 3.56 (2.30‑5.45) 3.95 (2.50‑6.18) 2-hr 1.22 (0.954‑1.56) 1.48 (1.15‑1.89) 1.90 (1.48‑2.43) 2.24 (1.74‑2.90) 2.72 (2.05‑3.69) 3.08 (2.27‑4.27) 3.46 (2.48‑5.00) 3.91 (2.64‑5.74) 4.58 (2.98‑6.97) 5.15 (3.27‑7.99) 3-hr 1.41 (1.10‑1.79) 1.70 (1.33‑2.17) 2.18 (1.70‑2.79) 2.58 (2.00‑3.32) 3.13 (2.36‑4.23) 3.54 (2.62‑4.89) 3.97 (2.87‑5.74) 4.50 (3.05‑6.59) 5.31 (3.45‑8.05) 5.99 (3.81‑9.27) 6-hr 1.76 (1.39‑2.23) 2.13 (1.68‑2.70) 2.75 (2.16‑3.49) 3.26 (2.55‑4.17) 3.96 (3.00‑5.33) 4.48 (3.33‑6.17) 5.04 (3.66‑7.26) 5.74 (3.89‑8.34) 6.81 (4.44‑10.3) 7.73 (4.93‑11.9) 12-hr 2.14 (1.70‑2.69) 2.63 (2.08‑3.31) 3.42 (2.70‑4.32) 4.07 (3.20‑5.17) 4.97 (3.79‑6.66) 5.64 (4.22‑7.73) 6.36 (4.65‑9.13) 7.27 (4.95‑10.5) 8.67 (5.68‑13.0) 9.89 (6.33‑15.1) 24-hr 2.50 (1.99‑3.12) 3.10 (2.48‑3.89) 4.10 (3.26‑5.15) 4.92 (3.89‑6.22) 6.06 (4.65‑8.08) 6.89 (5.20‑9.43) 7.81 (5.76‑11.2) 8.98 (6.14‑12.9) 10.8 (7.12‑16.1) 12.5 (8.01‑18.9) 2-day 2.81 (2.26‑3.49) 3.55 (2.85‑4.42) 4.76 (3.80‑5.94) 5.76 (4.58‑7.23) 7.14 (5.52‑9.49) 8.14 (6.19‑11.1) 9.26 (6.91‑13.3) 10.8 (7.37‑15.4) 13.2 (8.69‑19.5) 15.4 (9.91‑23.2) 3-day 3.06 (2.47‑3.79) 3.87 (3.12‑4.80) 5.20 (4.17‑6.47) 6.30 (5.02‑7.88) 7.81 (6.07‑10.4) 8.91 (6.81‑12.2) 10.1 (7.60‑14.6) 11.8 (8.11‑16.8) 14.6 (9.60‑21.4) 17.0 (11.0‑25.5) 4-day 3.29 (2.66‑4.06) 4.15 (3.35‑5.13) 5.56 (4.47‑6.90) 6.73 (5.38‑8.40) 8.35 (6.50‑11.0) 9.51 (7.28‑12.9) 10.8 (8.13‑15.5) 12.6 (8.66‑17.9) 15.5 (10.3‑22.8) 18.2 (11.7‑27.2) 7-day 3.90 (3.16‑4.79) 4.87 (3.95‑5.99) 6.45 (5.21‑7.96) 7.77 (6.24‑9.64) 9.58 (7.48‑12.6) 10.9 (8.36‑14.7) 12.4 (9.29‑17.5) 14.3 (9.89‑20.2) 17.5 (11.6‑25.6) 20.4 (13.2‑30.3) 10-day 4.51 (3.68‑5.53) 5.54 (4.51‑6.79) 7.22 (5.85‑8.88) 8.61 (6.93‑10.7) 10.5 (8.23‑13.7) 11.9 (9.15‑16.0) 13.5 (10.1‑18.9) 15.5 (10.7‑21.8) 18.7 (12.4‑27.3) 21.6 (14.0‑32.1) 20-day 6.50 (5.33‑7.91) 7.58 (6.21‑9.24) 9.36 (7.63‑11.4) 10.8 (8.77‑13.3) 12.9 (10.1‑16.6) 14.4 (11.0‑18.9) 16.0 (11.9‑22.0) 17.9 (12.5‑25.0) 20.9 (14.0‑30.2) 23.5 (15.3‑34.6) 30-day 8.21 (6.75‑9.96) 9.32 (7.65‑11.3) 11.1 (9.11‑13.6) 12.6 (10.3‑15.5) 14.7 (11.5‑18.8) 16.3 (12.5‑21.2) 17.9 (13.3‑24.2) 19.8 (13.8‑27.4) 22.4 (15.0‑32.2) 24.7 (16.1‑36.2) 45-day 10.4 (8.55‑12.5) 11.5 (9.48‑13.9) 13.4 (11.0‑16.2) 14.9 (12.2‑18.2) 17.1 (13.4‑21.6) 18.7 (14.3‑24.2) 20.4 (15.0‑27.2) 22.1 (15.5‑30.5) 24.4 (16.4‑34.8) 26.1 (17.1‑38.2) 60-day 12.2 (10.1‑14.7) 13.4 (11.0‑16.1) 15.3 (12.6‑18.5) 16.9 (13.8‑20.6) 19.1 (15.0‑24.1) 20.9 (16.0‑26.7) 22.5 (16.6‑29.8) 24.1 (17.0‑33.2) 26.1 (17.6‑37.2) 27.6 (18.0‑40.1) 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 APPENDIX E Storm Sewer Analysis APPENDIX F Water Quality Flow Calculations and Data Per 2004 Connecticut Stormwater Quality Manual, Section 7.4.1: Areas for Calculation: On site to Forebay at PB1 CB1 - CB3, LO1 Impervious 0.93 Pervious 0.087 Total Area 1.017 % Impervious 91.45 Water Quality Volume (WQV) = (1")(R)(A)/12, where R = volumetric runoff coefficient 91.45 % R = 0.05 + 0.009 (I) 91.45 R = 0.873 A = drainage area = 1.017 acres WQV = (1")(R)(A) /12 1" 0.873 1.017 WQV = 0.0740 acre-feet = 3222.9 cft Proposed BMP R = 0.05 + 0.009 x WQV = The proposed water quality basin and forebay are proposed to provide 19,600 cft+ (below basin outlet FE-2 @ Elev. 68.65), 393 cft+ (below spillway at Elev. 69.30), and 584 cft+ (below spillway at Elev. 71.30) of water quality storage, respectively. The forebay will provide storage for more than 10% of the determined water quality volume draining to the basin. The forebays in combination with the proposed wet pool of the water quality basin will provide a total water quality storage volume of 20,577 cft+; more than 100% of the water quality volume. Water quality basin and forebay stage storage reports are included as a part of this appendix. 75 CT Ave - DPI No. 4613.R 3/7/23 Water Quality Volume Calculations = 0.05 + 0.009 (I), where I = percent impervious cover = 12 Per 2004 Connecticut Stormwater Quality Manual, Section 7.4.1: Areas for Calculation: On site to Forebay at PB2 LO2 - LO3 Impervious 0.94 Pervious 0.057 Total Area 0.997 % Impervious 94.28 Water Quality Volume (WQV) = (1")(R)(A)/12, where R = volumetric runoff coefficient 94.28 % R = 0.05 + 0.009 (I) 94.28 R = 0.899 A = drainage area = 0.997 acres WQV = (1")(R)(A) /12 1" 0.899 0.997 WQV = 0.0747 acre-feet = 3251.94 cft Proposed BMP R = 0.05 + 0.009 x WQV = The proposed water quality basin and forebay are proposed to provide 28,768 cft+ (below basin outlet FE-2 @ Elev. 68.65), and 961 cft+ (below spillway at Elev. 71.30) of water quality storage, respectively. The forebay will provide storage for more than 10% of the determined water quality volume draining to the basin. The forebay in combination with the proposed wet pool of the water quality basin will provide a total water quality storage volume of 29,729 cft+; more than 100% of the water quality volume. Water quality basin and forebay stage storage reports are included as a part of this appendix. 75 CT Ave - DPI No. 4613.R 3/7/23 Water Quality Volume Calculations = 0.05 + 0.009 (I), where I = percent impervious cover = 12 Type III 24-hr 100-Yr Rainfall=7.81"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond PB1: Pond West Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 68.65 8,267 0 68.70 8,344 415 68.75 8,421 834 68.80 8,498 1,257 68.85 8,574 1,684 68.90 8,651 2,115 68.95 8,728 2,549 69.00 8,805 2,988 69.05 8,919 3,431 69.10 9,034 3,880 69.15 9,148 4,334 69.20 9,263 4,794 69.25 9,377 5,260 69.30 9,491 5,732 69.35 9,606 6,209 69.40 9,720 6,693 69.45 9,835 7,182 69.50 9,949 7,676 69.55 10,063 8,176 69.60 10,178 8,682 69.65 10,292 9,194 69.70 10,407 9,712 69.75 10,521 10,235 69.80 10,635 10,764 69.85 10,750 11,298 69.90 10,864 11,839 69.95 10,979 12,385 70.00 11,093 12,937 70.05 11,174 13,493 70.10 11,254 14,054 70.15 11,335 14,619 70.20 11,415 15,187 70.25 11,496 15,760 70.30 11,577 16,337 70.35 11,657 16,918 70.40 11,738 17,503 70.45 11,818 18,092 70.50 11,899 18,685 70.55 11,980 19,282 70.60 12,060 19,883 70.65 12,141 20,488 70.70 12,221 21,097 70.75 12,302 21,710 70.80 12,383 22,327 70.85 12,463 22,948 70.90 12,544 23,573 70.95 12,624 24,202 71.00 12,705 24,836 71.05 12,870 25,475 71.10 13,035 26,123 71.15 13,200 26,778 71.20 13,365 27,443 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 71.25 13,530 28,115 71.30 13,695 28,796 71.35 13,860 29,484 71.40 14,025 30,182 71.45 14,190 30,887 71.50 14,355 31,601 Type III 24-hr 100-Yr Rainfall=7.81"4613.R HydroCAD Printed 3/10/2023Prepared by Design Professionals Inc HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond PB2: Pond North Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 68.65 13,925 0 68.70 14,031 699 68.75 14,136 1,403 68.80 14,242 2,113 68.85 14,348 2,827 68.90 14,454 3,547 68.95 14,559 4,273 69.00 14,665 5,003 69.05 14,773 5,739 69.10 14,880 6,481 69.15 14,988 7,227 69.20 15,096 7,979 69.25 15,203 8,737 69.30 15,311 9,500 69.35 15,419 10,268 69.40 15,526 11,041 69.45 15,634 11,820 69.50 15,742 12,605 69.55 15,849 13,395 69.60 15,957 14,190 69.65 16,064 14,990 69.70 16,172 15,796 69.75 16,280 16,608 69.80 16,387 17,424 69.85 16,495 18,246 69.90 16,603 19,074 69.95 16,710 19,907 70.00 16,818 20,745 70.05 16,929 21,588 70.10 17,039 22,438 70.15 17,150 23,292 70.20 17,260 24,153 70.25 17,371 25,018 70.30 17,481 25,890 70.35 17,592 26,766 70.40 17,702 27,649 70.45 17,813 28,537 70.50 17,923 29,430 70.55 18,034 30,329 70.60 18,144 31,233 70.65 18,255 32,143 70.70 18,365 33,059 70.75 18,476 33,980 70.80 18,586 34,906 70.85 18,697 35,838 70.90 18,807 36,776 70.95 18,918 37,719 71.00 19,028 38,668 71.05 19,327 39,627 71.10 19,626 40,600 71.15 19,925 41,589 71.20 20,224 42,593 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 71.25 20,523 43,612 71.30 20,822 44,645 71.35 21,121 45,694 71.40 21,420 46,757 71.45 21,719 47,836 71.50 22,018 48,929 APPENDIX G Drainage Area Maps ©···esignrofessionals ©···esignrofessionals PLANNING DEPARMENT IN-HOUSE REFERRAL FORM DATE: 3-14-23 TO: Michael Maniscalco, Walter Summers,Jeff Doolittle, Molly Keays, Melissa Pierce, Kevin Cooney, Tony Manfre, John Caldwell, Andrea Confrancesco, Vincent Stetson, David Gesualdi,Marc Melanson FROM: Michele Lipe, AICP, Director of Planning The Planning&Engineering Departments have received plans for the following projects: App123-11P Industrial Flex Space Site Plan Location: 75 Commerce Way ® Site Plan ❑ Subdivision No. Acres 6.4 Zone I ® Industrial ❑ Commercial ❑ Residential No. Lots/Units Water: ® Public ❑ Private Well Sewerage: ® Public ❑ Septic System Project Description:. Total square footage is 39,850 sf Future Town-owned property involved? ❑ Yes ®No ❑ new street(s) ❑ new detention area ❑ new open space/recreation area ❑ active ❑passive Planning Department notes: Site plan show 26 units from 1,125 to 3,000 sf in size Please comment by 4-7-23 and return to the Planning Department. ©···esignrofessionals INDUéTQAL FLEX eITE PLAN APPUCATION 75 CONNECTICUT AVENUE aw hm mi;esian "Mofesslonals H ZONING TABLE W m m mama.mum ummmmaWom zoNE:"mus-raw.(I)m I WM m (Tm ‘JJA rm (T Anz u.”wmums)wum wg mu yam :5 ”/A azr m:yum m'u/A m: m mu 2,.m n.r mm or uPtAN/J m m 1 5mm /w N/A qrREV/M AR& m m w 5r i “m.s:(w m) w‘um mEmww emu ‘wgs/w mow m m m uwm:uso w m PARKING W#— Mum:rim/L wzuéwi pm wk’’_Von/M5 Irgz PAcE 2J7 m(I)mmivmwmmmmmtmu&mnAwmwu§/v.mmw uPI/Mlr or MN/JREWWARa . mum”m m:mmumMn‘uma A mAKmm:a m no m a n:vm m: g‘agzwwsum-2wmmmamxa.m mu/AIA’Hy;PAM 237 INDU5T€AL FLEX eITE PLAN APPLICATION‘15 CONNECTICUT AVENUE SOUTH LUIND5OR,CONNECTICUT BARBARA RDr X —‘w ,' smm:mmmsrmWm mawmwwmm ( ©···esignrofessionals ©···esignrofessionals1" = 10' LANDSCAPE BUFFER CROSS SECTION A-A1 1" = 10' LANDSCAPE BUFFER CROSS SECTION B-B2 1" = 100' KEY PLAN3 DDDesign rofessionals © · · · ···· © 2023 Google © 2023 Google © 2023 Google © 2023 Google © 2023 Google © 2023 Google © 2023 Google © 2023 Google © 2023 Google To: MEMORANDUM Michele Lipe,Director of Planning Jeff Folger,Sr Environmental Planner From:Jeff Doolittle,P.E.,Town Engineer Date:May 15,2023 Re: i have reviewed the above application plans and have the following comments: 1.Why are there 30 foot lanes between the buildings?These lanes can be reduced in width to reduce impervious coverage 2.The two corner reserve parking spaces in the SE corner would be very tight. One or both should be eliminated or one side reconfigured to provide more space to get in and out of the corner spaces. The proposed grading in the driveway on the south side of the buildings appears very complicated to build and has several potential flat spots that will not drain well.SMH-2 looks high and SMH-3 looks low.Recheck the grading in this area and revise as needed. The area in front of the dumpster pad looks flat or low and may not drain well. Recheck the grades on and by the dumpster pad and revise as needed. .Label the contour lines from the parking area down to the detention basin on the north side.The two leak-offs here appear to be flat and there may be extra lines shown.Check grading here and revised as needed. .The proposed sanitary sewer and water service should be 10 feet apart horizontally per CT Health standards. Show where the roof drains from the buildings discharge. CB—3 should be moved into the pavement to be more effective. According to the stormwater management report,the waterfrom both detention basins will back up into the pipes from CB-2 to CB-1 to FE—1 and from YD-1 to FE4 during the 10-100 year storms.This will reduce surface drainage on site and allow sediment and debris to accumulate in these pipes.Raise these pipes so they drain during all storms. 10.Check the elevations of both the 2 rip rap spillways and 2 outlet structure tops.It does not appear these are intended to drain any water out of the detention basins,but they are not all at 1 foot over the 100 yr storm elevation. 11.The outlet structures have 5 orifices in them as shown.How will these be built? They may be difficult to maintain. 12.Double check the stormwater calculations as the existing peak flow and proposed peak flows to DP#1 are the same. 13.What is the condition of the adjacent wetlands on this property and the drainage channel and other detention basins to the west?These need to be maintained in good condition for the on—site drainage to work as designed. App 23-1 1 P —Industrial Flex SP —75 Connecticut Ave CDmN 14.All of the developed site is discharging to the Newberry Brook watershed.What impacts may this site discharge have on the Newberry Brook to the west downstream of Route 5.How do the peak flows and times of concentration from this developed site compare to the peak flows and times of concentration for Newberry brook downstream (at a culvert behind 835 John Fitch Boulevard and 211 Newberry Road,and by Main Street)forthe 2,10,25 and 100 yr storms? 15.WPCA review and approval is needed for this application. These comments can be addressed as part of the PZC application for this site.Please let me know if here are any questions. CIVIL &TRAFFIC ENGINEERS l PLANNERS I SURVEYORS /GIS ANALYSTS I LANDSCAPE ARCHITECTS Re:Appl.#23-1 1P,Industrial Flex site plan application /Deer Resistant Arborvitae Dear Michele and Jeff, l’m writing to you in regard to the Industrial Flex site plan application for a proposeddevelopmentat75ConnecticutAvenueandspecificallyabouttheGreenGiantArborvitae. These arborvitae which have been chosen as a proposed screen are known to be deer resistant.(lmpx m \x mumttmu tum timid—gree Green Giant Arborvitae Tree on the Tree Guide at arbordayorg ) Please call if you should have any questions. Best regards, 'itQ-mma ‘ Glen Martin,PLA,ASLA n P.O.BOX 1 167 425 SULLIVAN AVENUE SOUTH WINDSOR,CI’06074IPHONE:360.291 .875 5 I FAX:860.291 .8757IIonalswww.designprofessionals|nc.com May 16,2023 Jeff Folger Michele LipeSeniorEnvironmentalPlannerDirectorof PlanningTownofSouthWindsorTownofSouthWindsor 1540 Sullivan Avenue 1540 Sullivan AvenueSouthWindsor,CT 06074 South Windsor,CT 06074 ?23My§,& %W%mw&mwmmmm&mwmmmW§wwmmmwmikwmm%www&&ma£wwwwswmmwmam§amwm$wwmmw§wmwwmmwWmma§MWW§mgmwW a?WWwwWmmmmfiwwwwmwtw waiawmhwmwWmmmwmmmwmsw§m 5.wmwww wmmwmnwwthammw www mamaW~o£§r§mwmwmwmmm&wa§n%shm;makwmmmm£a:gem §*.‘@‘$*3$*‘§*¢’*.&&§Qt9 ‘.aII‘,‘Q'#.QQ ‘ M&""lCO“tQ&*£&i”$Q‘‘*ltl*wli¢3&&.!!”.Q.§O0‘¢§#j‘C!Q.3§§Q§‘J$‘4£CO m¢kW¥¥§I WW W3mWwm Mw ‘ £J 'lfi' i”; ”''-, ti§$gbw‘é§gwiiWi‘wbJwmaatmgitititmmawvuwv»u.twawmw”um‘men:g”-m¢myymauag;$pmu wwwkwwn§awmwmmt§ww&%WWWmmmwwwwwwmmwkmmmrmammwmmm£mmm MWmwwmmmmmm§gm¢mmWaammwmwwawmww§WW f!tt‘x ’ {'3 §O t‘‘ §im’m‘ i i iéiU‘y' Q§it?! Q’ Q 1, i ’D xmamm §nxummwym wmwnmm @2Wvm ME A’, 5 *§""3I"&’$¢* W0".IOO‘»‘« i"1 ‘‘&« i@f"Q#O:‘ QI UO&&&@Q‘"Q &¢‘O &O’QQ"‘§QQ 0‘ ""‘&"t‘Q&iiinv'/ ‘!0 § O ‘§’ 1’0, II;0 a"Q ‘0i § ".g ‘ @I"‘*‘!OQ¢b ‘D!M!§"¢ wwmmwmmwwwmsamw$§ WWWmW<Mwutww mm i¢é£¢ttwéewmi a wwWryWmm WWmmsigeWmwzfammwwgwdwwam@miW$Ww£mmfmgftwmmmmwWwwmwmmmmgWw W’émQkWmwmwwwmPMWWMi WW Wmm§om§mm£§wzmm? §§§W$Jxmmmmm¢w mafmammem wTwm £zamw makm'maum‘x 5 ww PLANNING DEPARMENT 1540 Sullivan Avenue, South Windsor, CT 06074 | Tel (860) 644-2511 ext. 329 | Planning@SouthWindsor-CT.gov May 24, 2023 Peter DeMallie C/O Industrial Flex Site Plan 21 Jeffrey Drive South Windsor, CT 06074 Dear Mr. DeMallie, RE: Appl. 23-11P Industrial Flex Space – request for site plan approval for 39,850 sf of “flex” space contained within in multiple buildings, on property located at 75 Connecticut Avenue, I zone. Please be advised that the Public Hearing of the Planning & Zoning Commission for the above referenced matter has been scheduled for Tuesday, June 13, 2023. This meeting will be held in the Council Chambers of the South Windsor Town Hall. Someone must be present to represent the application 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 Connecticut Ave and Barbara Road frontages by June 2, 2023. Signs can be picked up at the main entrance of Town Hall, 1540 Sullivan Avenue, in the large tan plastic drop off bin next to the main entrance. Please call (860) 644-2511 Ext 2329 if you have any questions, Monday – Friday, 8:00 a.m. – 4:30 p.m. Sincerely, Michele Lipe, AICP Director of Planning G:\jobs\4613\4613.R\Correspondence\Town of South Windsor\Sent\Drainage Supplemental Report 2023-06-02 Attachment A HydroCAD Report DP1*->NB Proposed Overall Site to NB E1->NB E1 (DP1) To NB NB Newberry Brook NB. Newberry Brook MS Existing NB Brook @ Main Street MS* Proposed NB Brook @ Main Street Routing Diagram for 4613.R - Newberry Brook HydroCAD Prepared by Daniel Jameson, Printed 6/2/2023 HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type III 24-hr 2-Yr Rainfall=3.10"4613.R - Newberry Brook HydroCAD Printed 6/2/2023Prepared by Daniel Jameson Page 2HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=8.172 ac 0.00% Impervious Runoff Depth>1.39"Subcatchment DP1*->NB: Proposed Overall Flow Length=5,883' Slope=0.0058 '/' Tc=925.8 min CN=81 Runoff=0.71 cfs 0.945 af Runoff Area=318,750 sf 4.07% Impervious Runoff Depth=0.82"Subcatchment E1->NB: E1 (DP1) To NB Flow Length=7,051' Tc=155.1 min CN=71 Runoff=1.29 cfs 0.499 af Runoff Area=28,492,258 sf 28.82% Impervious Runoff Depth=0.97"Subcatchment NB: Newberry Brook Flow Length=8,557' Tc=178.9 min CN=74 Runoff=130.56 cfs 52.997 af Runoff Area=28,492,258 sf 28.82% Impervious Runoff Depth=0.97"Subcatchment NB.: Newberry Brook Flow Length=8,557' Tc=178.9 min CN=74 Runoff=130.56 cfs 52.997 af Inflow=131.82 cfs 53.497 afLink MS: Existing NB Brook @ Main Street Primary=131.82 cfs 53.497 af Inflow=130.60 cfs 53.943 afLink MS*: Proposed NB Brook @ Main Street Primary=130.60 cfs 53.943 af Type III 24-hr 2-Yr Rainfall=3.10"4613.R - Newberry Brook HydroCAD Printed 6/2/2023Prepared by Daniel Jameson Page 3HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Subcatchment DP1*->NB: Proposed Overall Site to NB Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-Yr Rainfall=3.10" Runoff Area=8.172 ac Runoff Volume=0.945 af Runoff Depth>1.39" Flow Length=5,883' Slope=0.0058 '/' Tc=925.8 min CN=81 0.71 cfs Subcatchment E1->NB: E1 (DP1) To NB Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type III 24-hr 2-Yr Rainfall=3.10" Runoff Area=318,750 sf Runoff Volume=0.499 af Runoff Depth=0.82" Flow Length=7,051' Tc=155.1 min CN=71 1.29 cfs Type III 24-hr 2-Yr Rainfall=3.10"4613.R - Newberry Brook HydroCAD Printed 6/2/2023Prepared by Daniel Jameson Page 4HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Subcatchment NB: Newberry Brook Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Type III 24-hr 2-Yr Rainfall=3.10" Runoff Area=28,492,258 sf Runoff Volume=52.997 af Runoff Depth=0.97" Flow Length=8,557' Tc=178.9 min CN=74 130.56 cfs Subcatchment NB.: Newberry Brook Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Type III 24-hr 2-Yr Rainfall=3.10" Runoff Area=28,492,258 sf Runoff Volume=52.997 af Runoff Depth=0.97" Flow Length=8,557' Tc=178.9 min CN=74 130.56 cfs Type III 24-hr 2-Yr Rainfall=3.10"4613.R - Newberry Brook HydroCAD Printed 6/2/2023Prepared by Daniel Jameson Page 5HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Link MS: Existing NB Brook @ Main Street Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=661.410 ac 131.82 cfs 131.82 cfs Link MS*: Proposed NB Brook @ Main Street Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=662.264 ac 130.60 cfs 130.60 cfs Type III 24-hr 10-Yr Rainfall=4.92"4613.R - Newberry Brook HydroCAD Printed 6/2/2023Prepared by Daniel Jameson Page 6HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=8.172 ac 0.00% Impervious Runoff Depth>2.91"Subcatchment DP1*->NB: Proposed Overall Flow Length=5,883' Slope=0.0058 '/' Tc=925.8 min CN=81 Runoff=1.49 cfs 1.982 af Runoff Area=318,750 sf 4.07% Impervious Runoff Depth=2.06"Subcatchment E1->NB: E1 (DP1) To NB Flow Length=7,051' Tc=155.1 min CN=71 Runoff=3.55 cfs 1.254 af Runoff Area=28,492,258 sf 28.82% Impervious Runoff Depth=2.30"Subcatchment NB: Newberry Brook Flow Length=8,557' Tc=178.9 min CN=74 Runoff=328.88 cfs 125.401 af Runoff Area=28,492,258 sf 28.82% Impervious Runoff Depth=2.30"Subcatchment NB.: Newberry Brook Flow Length=8,557' Tc=178.9 min CN=74 Runoff=328.88 cfs 125.401 af Inflow=332.26 cfs 126.655 afLink MS: Existing NB Brook @ Main Street Primary=332.26 cfs 126.655 af Inflow=329.00 cfs 127.383 afLink MS*: Proposed NB Brook @ Main Street Primary=329.00 cfs 127.383 af Type III 24-hr 10-Yr Rainfall=4.92"4613.R - Newberry Brook HydroCAD Printed 6/2/2023Prepared by Daniel Jameson Page 7HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Subcatchment DP1*->NB: Proposed Overall Site to NB Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type III 24-hr 10-Yr Rainfall=4.92" Runoff Area=8.172 ac Runoff Volume=1.982 af Runoff Depth>2.91" Flow Length=5,883' Slope=0.0058 '/' Tc=925.8 min CN=81 1.49 cfs Subcatchment E1->NB: E1 (DP1) To NB Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type III 24-hr 10-Yr Rainfall=4.92" Runoff Area=318,750 sf Runoff Volume=1.254 af Runoff Depth=2.06" Flow Length=7,051' Tc=155.1 min CN=71 3.55 cfs Type III 24-hr 10-Yr Rainfall=4.92"4613.R - Newberry Brook HydroCAD Printed 6/2/2023Prepared by Daniel Jameson Page 8HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Subcatchment NB: Newberry Brook Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)360 340 320 300 280 260 240 220 200 180 160 140 120 100 80 60 40 20 0 Type III 24-hr 10-Yr Rainfall=4.92" Runoff Area=28,492,258 sf Runoff Volume=125.401 af Runoff Depth=2.30" Flow Length=8,557' Tc=178.9 min CN=74 328.88 cfs Subcatchment NB.: Newberry Brook Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)360 340 320 300 280 260 240 220 200 180 160 140 120 100 80 60 40 20 0 Type III 24-hr 10-Yr Rainfall=4.92" Runoff Area=28,492,258 sf Runoff Volume=125.401 af Runoff Depth=2.30" Flow Length=8,557' Tc=178.9 min CN=74 328.88 cfs Type III 24-hr 10-Yr Rainfall=4.92"4613.R - Newberry Brook HydroCAD Printed 6/2/2023Prepared by Daniel Jameson Page 9HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Link MS: Existing NB Brook @ Main Street Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)360 340 320 300 280 260 240 220 200 180 160 140 120 100 80 60 40 20 0 Inflow Area=661.410 ac 332.26 cfs 332.26 cfs Link MS*: Proposed NB Brook @ Main Street Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)360 340 320 300 280 260 240 220 200 180 160 140 120 100 80 60 40 20 0 Inflow Area=662.264 ac 329.00 cfs 329.00 cfs Type III 24-hr 25-Yr Rainfall=6.06"4613.R - Newberry Brook HydroCAD Printed 6/2/2023Prepared by Daniel Jameson Page 10HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=8.172 ac 0.00% Impervious Runoff Depth>3.93"Subcatchment DP1*->NB: Proposed Overall Flow Length=5,883' Slope=0.0058 '/' Tc=925.8 min CN=81 Runoff=2.03 cfs 2.678 af Runoff Area=318,750 sf 4.07% Impervious Runoff Depth=2.95"Subcatchment E1->NB: E1 (DP1) To NB Flow Length=7,051' Tc=155.1 min CN=71 Runoff=5.18 cfs 1.797 af Runoff Area=28,492,258 sf 28.82% Impervious Runoff Depth=3.24"Subcatchment NB: Newberry Brook Flow Length=8,557' Tc=178.9 min CN=74 Runoff=467.18 cfs 176.354 af Runoff Area=28,492,258 sf 28.82% Impervious Runoff Depth=3.24"Subcatchment NB.: Newberry Brook Flow Length=8,557' Tc=178.9 min CN=74 Runoff=467.18 cfs 176.354 af Inflow=472.06 cfs 178.151 afLink MS: Existing NB Brook @ Main Street Primary=472.06 cfs 178.151 af Inflow=467.36 cfs 179.032 afLink MS*: Proposed NB Brook @ Main Street Primary=467.36 cfs 179.032 af Type III 24-hr 25-Yr Rainfall=6.06"4613.R - Newberry Brook HydroCAD Printed 6/2/2023Prepared by Daniel Jameson Page 11HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Subcatchment DP1*->NB: Proposed Overall Site to NB Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type III 24-hr 25-Yr Rainfall=6.06" Runoff Area=8.172 ac Runoff Volume=2.678 af Runoff Depth>3.93" Flow Length=5,883' Slope=0.0058 '/' Tc=925.8 min CN=81 2.03 cfs Subcatchment E1->NB: E1 (DP1) To NB Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Type III 24-hr 25-Yr Rainfall=6.06" Runoff Area=318,750 sf Runoff Volume=1.797 af Runoff Depth=2.95" Flow Length=7,051' Tc=155.1 min CN=71 5.18 cfs Type III 24-hr 25-Yr Rainfall=6.06"4613.R - Newberry Brook HydroCAD Printed 6/2/2023Prepared by Daniel Jameson Page 12HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Subcatchment NB: Newberry Brook Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)520 500 480 460 440 420 400 380 360 340 320 300 280 260 240 220 200 180 160 140 120 100 80 60 40 20 0 Type III 24-hr 25-Yr Rainfall=6.06" Runoff Area=28,492,258 sf Runoff Volume=176.354 af Runoff Depth=3.24" Flow Length=8,557' Tc=178.9 min CN=74 467.18 cfs Subcatchment NB.: Newberry Brook Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)520 500 480 460 440 420 400 380 360 340 320 300 280 260 240 220 200 180 160 140 120 100 80 60 40 20 0 Type III 24-hr 25-Yr Rainfall=6.06" Runoff Area=28,492,258 sf Runoff Volume=176.354 af Runoff Depth=3.24" Flow Length=8,557' Tc=178.9 min CN=74 467.18 cfs Type III 24-hr 25-Yr Rainfall=6.06"4613.R - Newberry Brook HydroCAD Printed 6/2/2023Prepared by Daniel Jameson Page 13HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Link MS: Existing NB Brook @ Main Street Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)500 450 400 350 300 250 200 150 100 50 0 Inflow Area=661.410 ac 472.06 cfs 472.06 cfs Link MS*: Proposed NB Brook @ Main Street Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)500 450 400 350 300 250 200 150 100 50 0 Inflow Area=662.264 ac 467.36 cfs 467.36 cfs Type III 24-hr 50-Yr Rainfall=6.89"4613.R - Newberry Brook HydroCAD Printed 6/2/2023Prepared by Daniel Jameson Page 14HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=8.172 ac 0.00% Impervious Runoff Depth>4.70"Subcatchment DP1*->NB: Proposed Overall Flow Length=5,883' Slope=0.0058 '/' Tc=925.8 min CN=81 Runoff=2.43 cfs 3.198 af Runoff Area=318,750 sf 4.07% Impervious Runoff Depth=3.63"Subcatchment E1->NB: E1 (DP1) To NB Flow Length=7,051' Tc=155.1 min CN=71 Runoff=6.43 cfs 2.214 af Runoff Area=28,492,258 sf 28.82% Impervious Runoff Depth=3.95"Subcatchment NB: Newberry Brook Flow Length=8,557' Tc=178.9 min CN=74 Runoff=571.47 cfs 215.106 af Runoff Area=28,492,258 sf 28.82% Impervious Runoff Depth=3.95"Subcatchment NB.: Newberry Brook Flow Length=8,557' Tc=178.9 min CN=74 Runoff=571.47 cfs 215.106 af Inflow=577.48 cfs 217.320 afLink MS: Existing NB Brook @ Main Street Primary=577.48 cfs 217.320 af Inflow=571.69 cfs 218.303 afLink MS*: Proposed NB Brook @ Main Street Primary=571.69 cfs 218.303 af Type III 24-hr 50-Yr Rainfall=6.89"4613.R - Newberry Brook HydroCAD Printed 6/2/2023Prepared by Daniel Jameson Page 15HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Subcatchment DP1*->NB: Proposed Overall Site to NB Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type III 24-hr 50-Yr Rainfall=6.89" Runoff Area=8.172 ac Runoff Volume=3.198 af Runoff Depth>4.70" Flow Length=5,883' Slope=0.0058 '/' Tc=925.8 min CN=81 2.43 cfs Subcatchment E1->NB: E1 (DP1) To NB Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 Type III 24-hr 50-Yr Rainfall=6.89" Runoff Area=318,750 sf Runoff Volume=2.214 af Runoff Depth=3.63" Flow Length=7,051' Tc=155.1 min CN=71 6.43 cfs Type III 24-hr 50-Yr Rainfall=6.89"4613.R - Newberry Brook HydroCAD Printed 6/2/2023Prepared by Daniel Jameson Page 16HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Subcatchment NB: Newberry Brook Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)600 550 500 450 400 350 300 250 200 150 100 50 0 Type III 24-hr 50-Yr Rainfall=6.89" Runoff Area=28,492,258 sf Runoff Volume=215.106 af Runoff Depth=3.95" Flow Length=8,557' Tc=178.9 min CN=74 571.47 cfs Subcatchment NB.: Newberry Brook Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)600 550 500 450 400 350 300 250 200 150 100 50 0 Type III 24-hr 50-Yr Rainfall=6.89" Runoff Area=28,492,258 sf Runoff Volume=215.106 af Runoff Depth=3.95" Flow Length=8,557' Tc=178.9 min CN=74 571.47 cfs Type III 24-hr 50-Yr Rainfall=6.89"4613.R - Newberry Brook HydroCAD Printed 6/2/2023Prepared by Daniel Jameson Page 17HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Link MS: Existing NB Brook @ Main Street Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)600 550 500 450 400 350 300 250 200 150 100 50 0 Inflow Area=661.410 ac 577.48 cfs 577.48 cfs Link MS*: Proposed NB Brook @ Main Street Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)600 550 500 450 400 350 300 250 200 150 100 50 0 Inflow Area=662.264 ac 571.69 cfs 571.69 cfs Type III 24-hr 100-Yr Rainfall=7.81"4613.R - Newberry Brook HydroCAD Printed 6/2/2023Prepared by Daniel Jameson Page 18HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=8.172 ac 0.00% Impervious Runoff Depth>5.55"Subcatchment DP1*->NB: Proposed Overall Flow Length=5,883' Slope=0.0058 '/' Tc=925.8 min CN=81 Runoff=2.88 cfs 3.783 af Runoff Area=318,750 sf 4.07% Impervious Runoff Depth=4.41"Subcatchment E1->NB: E1 (DP1) To NB Flow Length=7,051' Tc=155.1 min CN=71 Runoff=7.87 cfs 2.692 af Runoff Area=28,492,258 sf 28.82% Impervious Runoff Depth=4.76"Subcatchment NB: Newberry Brook Flow Length=8,557' Tc=178.9 min CN=74 Runoff=689.25 cfs 259.244 af Runoff Area=28,492,258 sf 28.82% Impervious Runoff Depth=4.76"Subcatchment NB.: Newberry Brook Flow Length=8,557' Tc=178.9 min CN=74 Runoff=689.25 cfs 259.244 af Inflow=696.56 cfs 261.936 afLink MS: Existing NB Brook @ Main Street Primary=696.56 cfs 261.936 af Inflow=689.53 cfs 263.027 afLink MS*: Proposed NB Brook @ Main Street Primary=689.53 cfs 263.027 af Type III 24-hr 100-Yr Rainfall=7.81"4613.R - Newberry Brook HydroCAD Printed 6/2/2023Prepared by Daniel Jameson Page 19HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Subcatchment DP1*->NB: Proposed Overall Site to NB Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type III 24-hr 100-Yr Rainfall=7.81" Runoff Area=8.172 ac Runoff Volume=3.783 af Runoff Depth>5.55" Flow Length=5,883' Slope=0.0058 '/' Tc=925.8 min CN=81 2.88 cfs Subcatchment E1->NB: E1 (DP1) To NB Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Type III 24-hr 100-Yr Rainfall=7.81" Runoff Area=318,750 sf Runoff Volume=2.692 af Runoff Depth=4.41" Flow Length=7,051' Tc=155.1 min CN=71 7.87 cfs Type III 24-hr 100-Yr Rainfall=7.81"4613.R - Newberry Brook HydroCAD Printed 6/2/2023Prepared by Daniel Jameson Page 20HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Subcatchment NB: Newberry Brook Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)750 700 650 600 550 500 450 400 350 300 250 200 150 100 50 0 Type III 24-hr 100-Yr Rainfall=7.81" Runoff Area=28,492,258 sf Runoff Volume=259.244 af Runoff Depth=4.76" Flow Length=8,557' Tc=178.9 min CN=74 689.25 cfs Subcatchment NB.: Newberry Brook Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)750 700 650 600 550 500 450 400 350 300 250 200 150 100 50 0 Type III 24-hr 100-Yr Rainfall=7.81" Runoff Area=28,492,258 sf Runoff Volume=259.244 af Runoff Depth=4.76" Flow Length=8,557' Tc=178.9 min CN=74 689.25 cfs Type III 24-hr 100-Yr Rainfall=7.81"4613.R - Newberry Brook HydroCAD Printed 6/2/2023Prepared by Daniel Jameson Page 21HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Link MS: Existing NB Brook @ Main Street Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)750 700 650 600 550 500 450 400 350 300 250 200 150 100 50 0 Inflow Area=661.410 ac 696.56 cfs 696.56 cfs Link MS*: Proposed NB Brook @ Main Street Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)750 700 650 600 550 500 450 400 350 300 250 200 150 100 50 0 Inflow Area=662.264 ac 689.53 cfs 689.53 cfs G:\jobs\4613\4613.R\Correspondence\Town of South Windsor\Sent\Drainage Supplemental Report 2023-06-02 Attachment B # USGS 414704072422901 NORTH BRANCH PARK PRECIPITATION AT HARTFORD, CT May 2023 G:\jobs\4613\4613.R\Correspondence\Town of South Windsor\Sent\Drainage Supplemental Report 2023-06-02 Attachment C Main Street Culvert Photos May 20, 2023 Photos Taken By Daniel Jameson 05/20/23 G:\jobs\4613\4613.R\Correspondence\Town of South Windsor\Sent\Drainage Supplemental Report 2023-06-02 Upstream End (East Side of Main Street) Downstream End (East Side of Main Street) G:\jobs\4613\4613.R\Correspondence\Town of South Windsor\Sent\Drainage Supplemental Report 2023-06-02 Attachment D Main Street Downstream Culvert Photos May 21, 2023 Photos Taken By Daniel Jameson 05/21/23 G:\jobs\4613\4613.R\Correspondence\Town of South Windsor\Sent\Drainage Supplemental Report 2023-06-02 Upstream End (East Side of Main Street) Downstream End (East Side of Main Street) G:\jobs\4613\4613.R\Correspondence\Town of South Windsor\Sent\Drainage Supplemental Report 2023-06-02 Attachment D Newbury Brook Watershed Map ©···esignrofessionals ©···esignrofessionalsesign rofessionals· · · esign rofessionals 1395 Tolland Turnpike Manchester Connecticut 06042-1632 860.647.7544 Aldrich Construction Company Inc. S Brimfield, MA 01010 99 Apple Road P: F: E: ARCHITECT 508.347.8939 Fleshman@SF-Arch.com 508.347.7188 LESHMANTEPHENF D D D ©···esignrofessionals ©···esignrofessionals D D D ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals· · · ’ · · · · ’ · ©···esignrofessionals ©···esignrofessionalsSTAKE TREES ONLY UPON THE APPROVALOF THE LANDSCAPE ARCHITECTSEE STAKING DETAIL. WRAP TREE TRUNKS ONLY UPON THEAPPROVAL OF THE LANDSCAPE ARCHITECT.SEE WRAPPING DETAIL. DO NOT HEAVILY PRUNE THE TREE AT PLANTING.PRUNE ONLY CROSSOVER LIMBS, CO-DOMINANTLEADERS, AND BROKEN OR DEAD BRANCHES.SOME INTERIOR TWIGS AND LATERAL BRANCHESMAY BE PRUNED; HOWEVER, DO NOT REMOVETHE TERMINAL BUDS OF BRANCHES THATEXTEND 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. WIRE OR CABLE SIZES SHALL BE AS FOLLOWS:TREES UP TO 65 MM (2.5 IN.) CALIPER - 14 GAUGETREES 65 MM (2.5 IN.) TO 75 MM (3 IN.) CALIPER - 12 GAUGE TIGHTEN WIRE OR CABLE ONLY ENOUGH TO KEEP FROM SLIPPING. ALLOW FOR SOME TRUNK MOVEMENT. PLASTIC HOSESHALL BE LONG ENOUGH TO ACCOMMODATE 35MM (1.5 IN.) OF GROWTH AND BUFFER ALL BRANCHES FROM THE WIRE. TUCK ANY LOOSE ENDS OF THE WIRE OR CABLE INTO THE WIRE WRAP SO THAT NO SHARP WIRE ENDS ARE EXPOSED. TREES NORMALLY DO NOT NEED TO BE STAKED AND STAKING CAN BE HARMFUL TO THE TREE. STAKING SHOULD BE DONE ONLY WITH THE APPROVAL OF THE LANDSCAPE ARCHITECT IF IT IS EXPECTED THAT THE TREE WILL NOT BE ABLE TO SUPPORT ITSELF. THE FOLLOWING ARE REASONS WHY TREES DO NOT REMAIN STRAIGHT. o TREES WITH POOR QUALITY ROOT BALLS OR ROOT BALLS THAT HAVE BEEN CRACKED OR DAMAGED. REJECT RATHER THAN STAKE. o TREES THAT HAVE GROWN TOO CLOSE TOGETHER IN THE NURSERY, RESULTING IN WEAK TRUNKS. REJECT RATHER THAN STAKE. o PLANTING PROCEDURES THAT DO NOT ADEQUATELY TAMP SOILS AROUND THE ROOT BALL. CORRECT THE PLANTING PROCEDURE. o ROOT BALLS PLACED ON SOFT SOIL. TAMP SOILS UNDER ROOT BALL PRIOR TO PLANTING. o ROOT BALLS WITH VERY SANDY SOIL OR VERY WET CLAY SOIL. STAKING ADVISABLE. o TREES LOCATED IN A PLACE OF EXTREMELY WINDY CONDITIONS. STAKING ADVISABLE. REMOVE ALL STAKING AS SOON AS THE TREE HAS GROWN SUFFICIENT ROOTS TO OVERCOME THE PROBLEM THAT REQUIRED THE TREE TO BE STAKED. STAKES SHALL BE REMOVED NO LATER THE END OF THE FIRST GROWING SEASON AFTER PLANTING. OUTSIDE THE EDGE OF THE ROOT BALL. ASSURE THAT THE BEARING SURFACE OF THE PROTECTIVE COVERING OF THE WIRE OR CABLE AGAINST THE TREE TRUNK IS A MINIMUM OF 12 MM (0.5 IN.). NOTE: ALL STAKES SHALL BE DRIVEN 1200MM (4')13MM (0.5") DIAMETER PLASTIC HOSE GALVANIZED WIRE OR CABLE TWIST WIRE TO TIGHTEN. 2"x2"X8' HARDWOOD STAKES OR OTHER APPROVED STAKE MATERIAL. PAINT TOP 6" OF STAKES ORANGE FOR VISIBILITY. 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 DETAIL2 Not to Scale TREE STAKING DETAIL (3" CAL. OR SMALLER)4Not to Scale SOIL IMPROVEMENT DETAIL3Not to Scale SHRUB & GROUNDCOVER PLANTING DETAIL1 MARLBOROUGHCONGREGATIONALCHURCH ©···esignrofessionals1" = 10' LANDSCAPE BUFFER CROSS SECTION A-A1 1" = 10' LANDSCAPE BUFFER CROSS SECTION B-B2 1" = 100' KEY PLAN3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.6 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.5 0.8 0.7 0.4 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.3 0.8 0.9 0.7 0.4 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.3 0.9 0.9 0.6 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.6 0.8 0.7 0.4 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.6 0.8 0.6 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.6 0.8 0.6 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.7 0.8 0.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.6 0.9 1.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.6 0.9 0.8 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.6 0.8 0.6 0.1 0.2 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.6 0.9 1.0 0.9 1.0 1.0 1.0 1.1 1.1 1.1 1.1 1.0 0.8 0.5 0.3 0.3 0.3 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.6 0.9 1.0 0.9 0.9 1.0 1.0 1.0 1.1 1.1 1.1 1.0 0.9 0.9 0.8 0.7 0.6 0.3 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.6 0.9 1.0 0.7 0.6 0.8 0.7 0.8 0.8 0.9 0.8 0.8 0.9 1.0 1.2 1.3 0.8 0.5 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.7 1.1 1.1 0.8 0.7 0.8 0.9 0.8 0.8 0.9 0.9 0.9 1.0 1.2 1.4 1.4 1.1 0.7 0.4 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.8 1.3 1.5 1.2 1.1 1.1 1.2 1.2 1.1 1.0 1.1 1.1 1.2 1.2 1.5 1.5 1.2 1.0 0.7 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.8 1.4 1.6 1.3 1.2 1.3 1.2 1.2 1.1 1.0 1.0 1.2 1.1 1.2 1.4 1.5 1.4 1.2 1.0 0.4 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.9 1.5 1.4 0.9 1.3 1.4 1.4 1.4 1.2 0.7 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.4 1.0 1.5 1.7 1.3 1.4 1.4 1.3 1.1 0.8 0.3 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.6 1.2 1.6 1.6 1.1 1.5 1.5 1.2 0.9 0.6 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.9 1.4 1.6 1.5 1.0 1.5 1.5 1.2 0.9 0.5 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.3 1.5 1.5 1.4 1.2 1.5 1.3 1.1 0.9 0.5 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.2 1.5 1.5 1.1 1.2 1.2 1.2 1.1 1.0 0.8 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 1.3 1.6 1.4 1.1 0.9 1.0 1.1 1.1 1.1 1.0 0.5 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 1.4 1.5 1.2 1.0 0.8 0.9 1.2 1.2 1.2 1.1 1.0 0.9 1.0 0.9 1.0 1.0 1.0 0.9 0.8 0.6 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 1.2 1.5 1.2 0.8 0.8 0.9 1.0 1.2 1.1 1.1 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.8 0.7 0.4 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 1.3 1.3 1.1 0.9 0.8 0.9 1.0 1.0 1.0 1.1 1.0 0.9 1.0 0.9 1.0 1.1 1.0 0.9 0.7 0.5 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.1 1.1 1.0 1.0 1.0 1.1 1.1 1.1 1.1 1.1 1.1 1.2 1.1 1.2 1.2 1.2 1.2 1.1 0.9 0.6 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.6 0.7 0.8 0.9 1.1 0.9 1.0 1.2 1.0 1.0 1.2 1.2 1.1 1.2 1.3 1.2 1.1 1.2 0.9 0.5 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.3 0.3 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.25 0.25 0.25 0.25 0.25 0.25 0.250.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 A @ 20' A @ 20' A @ 20' A @ 20' A @ 20' A @ 20' A @ 20' A @ 20' A @ 20' A @ 20' A @ 20' A @ 20' A @ 20' A @ 20' A @ 20'A @ 20' A @ 20'A @ 20' A @ 20'A @ 20'A @ 20' B @ 25'B @ 25' C @ 25' B @ 25' A @ 20' D @ 25' MARLBOROUGHCONGREGATIONALCHURCH ©···esignrofessionals ©···esignrofessionalsNot to Scale ACCESSIBLE PARKING SYMBOL1 Not to Scale ACCESSIBLE PARKING SIGN POST2 Not to Scale VAN ACCESSIBLE PARKING SPACE4 Not to Scale ACCESSIBLE PARKING SIGN3 Not to Scale AUTOMOBILE ACCESSIBLE PARKING SPACE5 “ ” · ·” ·“” · · · ©···esignrofessionalsNot to Scale BITUMINOUS CONCRETE LIP CURB1 Not to Scale DUMPSTER PAD SECTION5 Not to Scale DUMPSTER PAD PLAN8 Not to Scale DUMPSTER ENCLOSURE SECTION11Not to Scale DUMPSTER ENCLOSURE SECTION11 Not to Scale BITUMINOUS CONCRETE PAVEMENT SECTION - STANDARD DUTY2 Not to Scale SANITARY SEWER TRENCH SECTION6 Not to Scale CONCRETE SIDEWALK SECTION - STANDARD DUTY4 Not to Scale ELECTRIC / TELECOMMUNICATIONS TRENCH12 Not to Scale WATER SERVICE TRENCH SECTION3 Not to Scale PRECAST CONCRETE TYPE "C" AND "C-L" CATCH BASIN10 Not to Scale STANDARD CATCH BASIN TOPS7 Not to Scale CONCRETE BOLLARD9 ©···esignrofessionalsNot to Scale OUTLET CONTROL STRUCTURE - Pond North1 Not to Scale PAVED LEAK OFF5 Not to Scale TYPE A & B RIPRAP APRON7 · · · Not to Scale TYPE C RIPRAP APRON8 Not to Scale PREFORMED SCOUR HOLE6 Not to Scale HDPE FLARED END9 Not to Scale STORM DRAIN TRENCH SECTION3 Not to Scale OUTLET CONTROL STRUCTURE - Pond West2 Not to Scale DETENTION BASIN EMERGENCY SPILLWAY4 Not to Scale WALKING TRAIL11 Not to Scale WALKING TRAIL SIGNS10 DDDesign rofessionals © · · · ···· MAY 4, 2023SBrimfield, MA 0101099 Apple RoadP:F:E:ARCHITECT508.347.8939Fleshman@SF-Arch.com508.347.7188LESHMANTEPHENFPROPOSED FLOOR PLANSCALE: 1/8"=1'-0"BUILDING 1 (WEST) PROPOSED ELEVATIONSBUILDING 1 (WEST)SBrimfield, MA 0101099 Apple RoadP:F:E:ARCHITECT508.347.8939Fleshman@SF-Arch.com508.347.7188LESHMANTEPHENFSCALE: 1/8"=1'-0"MAY 4, 2023 SBrimfield, MA 0101099 Apple RoadP:F:E:ARCHITECT508.347.8939Fleshman@SF-Arch.com508.347.7188LESHMANTEPHENFPROPOSED FLOOR PLANSCALE: 1/8"=1'-0"BUILDING 2 (CENTER)MAY 4, 2023 PROPOSED ELEVATIONSBUILDING 2 (CENTER)SBrimfield, MA 0101099 Apple RoadP:F:E:ARCHITECT508.347.8939Fleshman@SF-Arch.com508.347.7188LESHMANTEPHENFSCALE: 1/8"=1'-0"MAY 4, 2023 SBrimfield, MA 0101099 Apple RoadP:F:E:ARCHITECT508.347.8939Fleshman@SF-Arch.com508.347.7188LESHMANTEPHENFPROPOSED FLOOR PLANSCALE: 1/8"=1'-0"BUILDING 3 (EAST)MAY 4, 2023 PROPOSED ELEVATIONSBUILDING 3 (EAST)SBrimfield, MA 0101099 Apple RoadP:F:E:ARCHITECT508.347.8939Fleshman@SF-Arch.com508.347.7188LESHMANTEPHENFSCALE: 1/8"=1'-0"MAY 4, 2023 SBrimfield, MA 0101099 Apple RoadP:F:E:ARCHITECT508.347.8939Fleshman@SF-Arch.com508.347.7188LESHMANTEPHENFPROPOSED FLOOR PLANSCALE: 1/8"=1'-0"BUILDING 4 (SOUTH)MAY 4, 2023 PROPOSED ELEVATIONSBUILDING 4 (SOUTH)SBrimfield, MA 0101099 Apple RoadP:F:E:ARCHITECT508.347.8939Fleshman@SF-Arch.com508.347.7188LESHMANTEPHENFSCALE: 1/8"=1'-0"MAY 4, 2023 \\DPIFS'I \Redire¢(edFoIders\PeKer‘DEmall(E\My Ducumenis\46l 3.R Respnnse [0 M.Lipe Commems 2023*05~07.docx PD.BOX 1 167 21 JEFFREY DRWE SOUTH WINDSOR,CT 06074IesngnPHONE:860.291 .8755 rofessionals FAX:860.291 .8757 www.designprofessiona|sinc.com CIVIL&TRAFFIC ENGINEERS l LAND SURVEYORS I PLANNERS I LANDSCAPEARCHITECTS Serving Cannertimt.Massachusetts.&Rhade Island sinte 1985 ‘ June 7,23 Michele Lipe Director of Planning Town of South Windsor Re:Appl 23-11P,Industrial Flex Space Site Plan Dear Michele, in response to your comments dated April 11,2023,we offer the following responses.For ease of reference,your comments are noted in italics,and our responses are noted in bold. General Comments Will there be equipment allowed to be stored on site outside of the units?lfso,a storage area should be shown. Our clients asked us to design a site without an outdoor storage yard,in part because they want tenant activities to primarily occur inside their units (in deference to the abutting residential neighborhood). Their lease will require all storage to be contained within their unit.The zoning regulations do not require an outdoor storage area in an incubator property.Any prospective tenant who needs an outdoor storage yard will have to look elsewhere.However,in the event that the owner observes that the development has excess parking capacity based on the tenant mix at that time,the landlord may consider approving,in writing,the temporary storage of trailers or equipment in these surplus spaces, however this will be strictly regulated.No such equipment storage will be allowed which projects beyond the striped space or interferes with the use of adjoining spaces. l um concerned that only one dumpster has been provided on sitefor the number of units shown.Our experience with these types ofslte is that several dumpsters show up after approval. We have designed a single large central dumpster enclosure away from the residential zone so as to keep refuse disposal under landlord control.Our enclosure,in the site’s northwest corner,is 24 feet wide and 14 feet deep,and will readily accommodate three eight yard dumpsters,which are six feet wide,six feet deep,and 7 feet high.It is surrounded by an 8 feet high Stockade fence enclosure with metal supports.No other dumpsters will be allowed to be kept on the site outside of a unit,unless it is approved in writing by the owner and also approved as a Change Order by the Town.The exception to this will be that individual tenants will be allowed to keep small rollable dumpsters (carts),similar to those that the Town of South Windsor provides to residential homeowners,inside their garage,which can be placed once a week outside their unit for collection by a refuse collection service.At this time we are expecting once a week trash collection of the large dumpsters,however,if this is insufficient,an additional service pickup may be contracted.Collection of the smaller rollable dumpsters may be on a different day (it may be a different vendor).The proposed dumpster location is in accordance with the zoning requirements. 20 \\DPIFSI \RedirectedFo|der5\Peler.Dema|Iie\My Documen{s\461 3.R RESponse [o M‘Llpe Comments 2023*06»07.dccx This site is subject to a walking trail easement.Will it be marked? The required trail will be marked at its starting point at the Connecticut Avenue cul-de—sac starting point,and at each major turning point.Tree Iitter will be removed from the stone dust trail annually in the fall once the leaves are down.It will connect with the existing trail system previously established off the northeast corner of the site. Key Map Zoning Data Table -Parking data table does not match the zoning data block.Parking spaces in front of the doors should not be considered as spaces. The zoning data block and cover sheet have been updated.Sixty-three 9’x 18'parking spaces are required by zoning.We are proposing 69 to be built,and another five (net)in reserve,for a total of 74. In addition to that,there are another 32 garage spaces,which have depths ranging from 30 feet in Building 4 to 60 feet in Building 1,most of which can accommodate two commercial vehicles in tandem, and another 26 striped spaces in front of garages,all of which are oversized.We thus have 132 potential parking spaces,even though only 74 are counted toward the zoning requirement. Site Plan Parking spaces shown on the end of the units are dW'cu/t to maneuver in to and out of. In reviewing our site pian,we have not identified parking spaces at the end of the units which are difficult to maneuver. [have specific concerns for parking in front of the southern and eastern most buildings.There is no room for outside parking in front of the southern building and it appears the space in front of the garage on the eastern building is only 18feet before to the drive aisle.Many trucks used on these sites tend to be longer than 18feet and would ultimately stuck out into the drive aisles and would be in the way ofemergency vehicles {as illustrated by the truck turning plan submitted).l would recommend these areas on front of the building be marked as ”No Parking” As to parking for the three smaller units in Building 4,we have fourteen spaces directly across the site’s driveway,which is a short distance to walk,and another three spaces at the east end of the building,or a total of 17 spaces in ciose proximity.Moreover,each of these units has two garage spaces,thirty feet in depth.Typical survey vans can park in any of these spaces,and a box truck or smaller commercial vehicle (pickup or van)can park in one or both of the unit’s garages.The owner will direct prospectivetenantswithlongerorwidervehicieswhodon’t want them to park in the garages to another unit with larger spaces.Many tenants will not have long or wide vehicles.We have indicated no parking areas directly in front of the three southerly units,as well as in front of the dumpster area. As to parking for Building 3,we have 26 conventional parking spaces in close proximity to the building on the north side of Building 2,another 14 at the other end of Building 2,a handicap space in front of Building 3,three spaces at the south end of Building 3,ten 17'wide by 18’deep spaces in front of Building 3’s garages,and ten garage spaces in the units with depths ranging from 45 to 50 feet.If this doesn’t work for tenants with longer vehicles (note that the site driveway in front of these units is 30' wide),we have plenty of additional units with longer spaces,which makes this development unique to the local market.We have six spaces in front of the garages at Building 1 that are 15 feet wide by 30 feet deep,another ten 15'x 30’spaces in front of garages at Building 2,and another four 10'x 30’spaces at the corners of Building 2.This site has been expressly designed to accommodate a large number of longer vehicles without interfering with the site drives,which are designed to accommodate fire \\DPIFSI \RediretledF0|dEf$\PE‘Er.Dema||ie\My Documems\461 3.R Response m M.Lipe CommEnXS 2023-06-07.do(x apparatus,Iarge box trucks,and even a W350 tractor trailer rig (see turning movements diagram in the site plan set).We see no reason to mark these areas as no parking zones,as we have provided more large vehicle parking areas than typicaily provided at existing incubator sites in South Windsor and the region.We will present information on our survey of Iocal sites at the hearing. Landscaping/Buffer Trees Will the existing trees to remain in the bu‘h‘er area be evaluatedfor their health? Yes,prior to construction,we propose to walk the buffer area with Town staff,our Iicensed Iandscape architect,and a licensed arborist to determine which trees should remain in the first 40 feet of the buffer (the last ten feet of the buffer will only have the Green Giant Arborvitae),except in the northeast corner beyond the water quality basin ,where the existing forest will remain,as requested by an abutter. There are several groupings of large trees that look like they could be preserved with minor changes to the plans-speciji'ca/ly in the southeasterly corner in the area shown to remain undisturbed with no new grading as well as a grouping of 3-4 trees in the northeaster/y corner (at the eastern edge of the detention basin). Our landscape architects and civil engineers have looked at that,and have concluded that the trees at the southeast corner should be removed in order to provide sunlight for the arborvitae (we want that hedgerow to thrive),and the few trees in the northeast corner will be removed and the area regraded in order to provide the detention basin capacity.We are,however,proposing two additional arborvitae to extend the hedgerow into this disturbed area (thus our total for arborvitae increases to 68 trees).Note: these species are known to grow up to fifty feet in height,are tolerant of partial shade,and are deer resistant. WPCA Comments Approval for sewer connection required. Understood.Thank you DESIGN PROFESSIONALS,INC By: Peter R.DeMaIlie,President &CEO MEMORANDUM To: Michele Lipe, Director of Planning Jeff Folger, Sr Environmental Planner From: Jeff Doolittle, P.E., Town Engineer ,)60 Date: June 12, 2023 Re: App 23-11P - Industrial Flex SP - 75 Connecticut Ave I have reviewed the revised plans for the above application and have the following comments to be addressed: 1. The elevation of the rip rap spillway from the north Detention Basin 2 should be lowered to the 100 year flood elevation of about 70.5 and the outlet structure TF set to elevation 71.0 or less. 2. Revised the Storm Drainage System Maintenance and Operation notes to say the Outlet Structures to be inspected 4 times per year when the water quality basins are inspected. 3. What is the condition of the adjacent wetlands on this property and the drainage channel and other detention basins to the west? These need to be maintained in good condition for the on-site drainage to work as designed. 4. WPCA review and approval is needed for this application. Other Comments: 5. The 3 leak-offs from the paved parking areas to the detention basins have low spots in them where water will pond before and after spilling into the basins. 6. According to the stormwater management report, the water from both detention basins will back up into the pipes from FE-1 to CB-1 and CB-2 and from FE-4 to YD-1 during the 25-100 year storms. This may reduce surface drainage on site and allow sediment and debris to accumulate in these pipes during large storms 7. All of the developed site is discharging to the Newberry Brook watershed. DPl's analysis of the peak flows and times of concentration in Newberry Brook at the Main Street culvert before and after this developed site shows no increase in peak flows at the Main Street Culvert for the 2, 10, 25, 50 and 100 year storms. Also the model shows peak flows arriving at the Main Street culvert in about 3 hours for Newberry Brook and in more than 15 hours from this developed site. They conclude that the site stormwater flows will not increase peak stormwater flows in Newberry Brook at the Main Street culvert. 8. The photos showing both the upstream downstream sides of the twin culverts under Main Street all or mostly submerged during and immediately after a recent 2-inch storm event do not indicate any specific issues with these culverts, in my opinion. If there was a blockage or restriction in these culverts, the water level would be visibly lower at the downstream (west) end. I believe these photos, old aerial photographs, and my recent observations of Newberry Brook downstream I of Main Street indicate that this section of Newbery Brook is prone to flooding because it flattens out downstream of Main Street and there is significant vegetation growing in and around it. I think these conditions contribute to the poor flows seen in Newberry Brook downstream of Main street and through the Main Street culverts. Please let me know if here are any questions. 2 Appl #23-11P, Industrial Flex Space Site Plan of Development Public Hearing 6-13-23 Planning Department Report 1. Request for site plan approval for 39,850 sf of flex space within four buildings, on property located at 75 Connecticut Ave., Industrial Zone. The property is 6.44 acres. 2. The applicant is proposing 26 individual units – ranging in size from 1,250 sf up to 3,000 sf. The intended uses are general contractor type establishments. Each unit will be self- contained including an office, bathroom. 3. Maximum impervious coverage allowed is 65%. The proposed impervious coverage is about 34.6%. Required parking for all of the proposed uses is 63 spaces; 69 spaces are shown with an additional 8 spaces shown in reserve. There is additional parking shown in front of the individual units (and possible within units). Provisions are being made for EV charging spaces as required in the regulations (2 made ready; 5 wired for future use) 4. The landscape plan provides interior parking lot and significant plantings throughout the site including wetlands plantings in the two water quality basins proposed. 5. A 50-foot planted landscaped buffer is required along residential zone boundaries to the east and south of this property. The applicant is proposing to keep the existing trees within the 50 feet and supplementing the buffer area with mountain laurel and Rhodedrum plants. In addition, two rows of giant green arborvitaes (66 in total) are proposed to be planted at the 50-foot line at the edge of the buffer. A cross section on page C-LS3 of the landscape plan and views of the plantings from the properties to the east and south at initial planting, 5- years and maturity. 6. Another feature within the buffer area is the development of a trail system that is included as a part of a pedestrian easement that was initially put in place with the 2000 approval of this subdivision. This pathway was intended to connect Talbot Lane with Connecticut Ave. The applicant is proposing to establish this pathway with a natural surface, mark the trail and provide annual maintenance on the trail. 7. Outdoor lighting is shown within the parking area and on the buildings. Parking lot lights will maximum of 25 feet in height. All of the lighting proposed is full cut off lighting. The applicant is not proposing any lighting on the rear of the building facing the residential areas (buildings 1,3 and 4). 8. The industrial flex buildings are being designed as low-profile buildings, with a maximum height of approximately 25 feet; 40 feet is permitted in the industrial zone. There are no windows proposed on the easterly and southerly buildings facing the residential areas. 9. The Architecture and Design Review Committee reviewed this application on May 4. They commented on the darkness of the building color and recommended a lighter color to blend in better in this setting. The applicant indicated they would look at using a fox grey color with white trim. The committee forwarded a favorable review. 1 10. There is only one dumpster area shown on the lot. The applicant has indicated that typically tenants will use roll off dumpsters. There are no roof top units proposed. 11. The applicant is not showing any areas for outdoor storage. It should be noted outdoor storage is not permitted provided that it is screened from the public ways. 12. The Fire Marshal and Fire Chief have reviewed the plans and are satisfied with access around the site. 13. There are regulated wetlands on the site. The applicant received IWA/CC approval on May 17, 2023 with the following conditions: Bonds shall be collected in the amount of $25,000 to ensure proper placement and maintenance of erosion and sediment controls; $50,000 for installation of stormwater structures; $20,000 for installation and success of wetland plantings. Other requirements of the approval include: elimination of the eliminate the Phragmites stand within the northern swale; and proposed perimeter Arborvitae plantings must be installed prior to approval of the building permit 14. Public water is and public sewer are both available to the site. WPCA approval is required. 15. If this site plan is approved, Planning Dept. has not additional planning requests. 2 Mk:X mtf 95 Cody Circle South Windsor,CT 06074 June 13,2023 Planning and Zoning Commission Town of South Windsor Town Hall 1540 Sullivan Avenue South Windsor,CT 06074 Public Hearing Application 23—11P Dear commissioners, Application 23—11P was received by the Planning and Zoning Commission for a self-named”Industrial Flex Development"on March 14,2023.l have included a copy of the legal notices for the IWACC public hearing for Application 23-11P where the community was informed of a proposed development at 75 Connecticut Ave of ”cold storage units”.Also included is the legal notice for the IWACC approval of the same Application 23-11P,but this time it,the public was notified of approved ”self—storage units”.Either way,the underlying IWACC approval is for storage,which aligns directly with the permitted use of a warehouse,as confirmed by the New Illustrated Book of Development Definitions per Zoning regulation 10.2.B.Though the same development,the storage terminology has been wiped from the Planning and Zoning Commission’s public hearing legal notice and only “flex space”is included. This application allows the proposed building and its units to be utilized for a variety of permitted uses to include warehousing,hence the definition of ”flex".However,there is a moratorium in place to receive applications for developments with a warehouse use,regardless ofthe size until August 22,2023.Besides being not representative of the development’s potential use,moving forward with the application would make the IWACC legal notices misleading at best and its approval in conflict to the Planning and Zoning regardless of your decision.This application must be returned to applicant without action and resubmitted when the commission is accepting applications for development that may be used as warehouses. Respectfully, Richard Delhaie Jr. ll if \‘I/11I n d t :0 TO BE PUBLISHED IN THE JOURNAL INQUIRER ‘k 6 q )QQM I :7 4k: SATURDAY,Apul 8,2023 AND SA I URDAY,Apul 15,2023 .i I JIf SOUTH WINDSOR —INLAND WETLANDS AGENCY/CONSERVATION COMMISSION Notice is hereby given that there will be a public hearing 011 Wednesday,April 19,2023,in the MaddenRoomoftheSouthWindsorTownHallat7:00 p.111.to consider the following: Appl 23 llP Industl inl Flex Space,75 Connecticut Ave -—-IWA/CC wetland map amendment andapplicationf01anlndustuallncubatmfac1htyandColdStomgeUnits,paiking,stormwatei managementandassocmtedutilitiesonpiopenylocatedeasteilyofConnecticutAveandwesterlyofJudyLaneIndustiial(l)zone Copies of tlie application are on file in tlie office of the Town Clerk and/or the Planning Department.Atthishearing,interested persons may appear and be heard,and written comments by the public will bereceived. Barbara Kelly,Chairman Inland Wetlands Ageiicy/Conservation Commission TO BE PUBLISHED IN THE JOURNAL INQUIRER I Q/Ifaaam LEGAL NOTICE W C(ayl SATURDAY MAY 20,2023 SOUTH WINDSOR —INLAND WETLANDS AGENCY/CONSERVATION COMMISSION At the May 17,2023 Regular Meeting,the Commission voted to take the following actions: Approved with conditions,Appl.23-11P —Industrial Flex Space ~75 Connecticut Ave.- IWA/Conservation Commission application for an Industrial Incubatorfacility and Self— Storage Units.parking,stormwater management and associated utilities,on propertylocatedeasterlyofConnecticutAve.and westerly of Judy Lane.Industrial (I)zone‘ Barbara Kelly,Chairperson Submitted Wetlands Re-Delineation Map k }HLV l aha 'This sub nmpenies nadijéc "an1 aciéallyf moves the bayder cf 'he abunémndIiakstheTriu'lnve53menvs tn mkke way r'cr me uplsnnd review ii x i; $IA ""m ’mm INVEsmarrtum-(Arm Dims.«r w LlLcn a/{:b‘g‘.n?//£<§£{éé.s’\l\ 'I)»\»;1,mwm\‘suaunwwwwx»\:.{{I\ws.,3,¢a««««,§?¢»»:.’.:«%« «$»b §MW“ ?,‘£2»..\;\o‘ 1~:._.__\\¥\\‘w\‘Eli.5.5.;8l...»1.5:...Elliviii!Iii.nil.xvii!ii):E5§i‘y.i§aS‘i5wEiEix2:‘T‘Tév‘l‘n>_rmnmzuSgazvizArson.§E§§9:2.2Ei32:TOPOGRAPHICPROPETYAREwsIoNsTRIOINVESTMENTPROPERTIES,LLCsoummcomzcncuv7scmcnowmug...m__~~—m:___.M.—..~::ignrakasinnlls§e Property &Topographical Survey Reporting is inaccurate:Section in red Photos below that of trees in that area 1)Tree on Map is desc"-r ribed as 36"in diameter,‘f ,x i‘ a.: b Photo shows 27"in width 2)Tree on Map is described as 18”in diameter rs .. 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Exercise caution when opening attachments or on clicking links from unknown senders. Submitted on Tuesday, June 13, 2023 - 12:24pm Submitted by anonymous user: 32.209.111.137 Submitted values are: Subject: Planning and Zoning Commission ==Please provide the following information== Your Name: Marsha Buckley E-mail: marshbuck@snet.net Phone Number: 8609447098 ==Address== Street: 34 Summerwood Lane City: South Windsor State: Connecticut Zipcode: 06074 Minutes or Agendas? Minutes Comments: This is in reference to application 23-11P. As a resident of 6 years, living in an 55+ neighborhood near Pleasant Valley Rd and Rt 5, I cannot believe the increase of noise that has occurred within those 6 years. It started with the destruction of a large wooded area behind us, then construction and now is occupied by a the incredibly dense housing of South Windsor Woods. Now, during all hours of the day, we can hear the trucks, the racing cars and motorcycles on Rt 5, the dropping of metal that sometimes begins as early as 4am coming from Nutmeg Rd and of course I would not want to leave out the blasting music coming from the stereo shop off Nutmeg Rd, evenings and the weekends. In addition, I have encountered trailer trucks coming head on towards me(even though there’s a sign prohibiting them but not enforced obviously)on Governors Highway between Beldon Rd and Ellington Rd, because they can’t fit into the single lane so I have to stop quickly and pull over to avoid being hit by them. The same with Pleasant Valley Road where Amazon trailer trucks drive through. Cutting down more trees for‘incubator’ businesses and storage space. Don’t we not have enough storage space in town already? What about the years long empty warehouse on Ellington Rd? What about the citizens who don’t get tax breaks for ruining the environment and destroying the culture of the town. It’s appalling to me and to so many people in South Windsor that you allow this destruction to occur constantly and allow developers to destroy the lure of the community. Your excuse always seems to be that you want to build the tax base but the tax rate for your regular people increases every budget. Why? Rather than protecting current open lands you are destroying our heritage, our trees, wildlife habitats, helping to make global warming worse and ruining residential communities. Please stop and consider supporting the citizens for once and stop this destruction of South Windsor. Thank you for taking the time to read this letter. The results of this submission may be viewed at: https://www.southwindsor-ct.gov/node/97133/submission/61121 ©···esignrofessionalsesign rofessionals· · · esign rofessionals 1395 Tolland Turnpike Manchester Connecticut 06042-1632 860.647.7544 Aldrich Construction Company Inc. S Brimfield, MA 01010 99 Apple Road P: F: E: ARCHITECT 508.347.8939 Fleshman@SF-Arch.com 508.347.7188 LESHMANTEPHENF D D D ©···esignrofessionals ©···esignrofessionals D D D ©···esignrofessionals ©···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. WIRE OR CABLE SIZES SHALL BE AS FOLLOWS: TREES UP TO 65 MM (2.5 IN.) CALIPER - 14 GAUGE TREES 65 MM (2.5 IN.) TO 75 MM (3 IN.) CALIPER - 12 GAUGE TIGHTEN WIRE OR CABLE ONLY ENOUGH TO KEEP FROM SLIPPING. ALLOW FOR SOME TRUNK MOVEMENT. PLASTIC HOSE SHALL BE LONG ENOUGH TO ACCOMMODATE 35MM (1.5 IN.) OF GROWTH AND BUFFER ALL BRANCHES FROM THE WIRE. TUCK ANY LOOSE ENDS OF THE WIRE OR CABLE INTO THE WIRE WRAP SO THAT NO SHARP WIRE ENDS ARE EXPOSED. TREES NORMALLY DO NOT NEED TO BE STAKED AND STAKING CAN BE HARMFUL TO THE TREE. STAKING SHOULD BE DONE ONLY WITH THE APPROVAL OF THE LANDSCAPE ARCHITECT IF IT IS EXPECTED THAT THE TREE WILL NOT BE ABLE TO SUPPORT ITSELF. THE FOLLOWING ARE REASONS WHY TREES DO NOT REMAIN STRAIGHT. o TREES WITH POOR QUALITY ROOT BALLS OR ROOT BALLS THAT HAVE BEEN CRACKED OR DAMAGED. REJECT RATHER THAN STAKE. o TREES THAT HAVE GROWN TOO CLOSE TOGETHER IN THE NURSERY, RESULTING IN WEAK TRUNKS. REJECT RATHER THAN STAKE. o PLANTING PROCEDURES THAT DO NOT ADEQUATELY TAMP SOILS AROUND THE ROOT BALL. CORRECT THE PLANTING PROCEDURE. o ROOT BALLS PLACED ON SOFT SOIL. TAMP SOILS UNDER ROOT BALL PRIOR TO PLANTING. o ROOT BALLS WITH VERY SANDY SOIL OR VERY WET CLAY SOIL. STAKING ADVISABLE. o TREES LOCATED IN A PLACE OF EXTREMELY WINDY CONDITIONS. STAKING ADVISABLE. REMOVE ALL STAKING AS SOON AS THE TREE HAS GROWN SUFFICIENT ROOTS TO OVERCOME THE PROBLEM THAT REQUIRED THE TREE TO BE STAKED. STAKES SHALL BE REMOVED NO LATER THE END OF THE FIRST GROWING SEASON AFTER PLANTING. OUTSIDE THE EDGE OF THE ROOT BALL. ASSURE THAT THE BEARING SURFACE OF THE PROTECTIVE COVERING OF THE WIRE OR CABLE AGAINST THE TREE TRUNK IS A MINIMUM OF 12 MM (0.5 IN.). NOTE: ALL STAKES SHALL BE DRIVEN 1200MM (4')13MM (0.5") DIAMETER PLASTIC HOSE GALVANIZED WIRE OR CABLE TWIST WIRE TO TIGHTEN. 2"x2"X8' HARDWOOD STAKES OR OTHER APPROVED STAKE MATERIAL. PAINT TOP 6" OF STAKES ORANGE FOR VISIBILITY. 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 DETAIL2 Not to Scale TREE STAKING DETAIL (3" CAL. OR SMALLER)4Not to Scale SOIL IMPROVEMENT DETAIL3Not to Scale SHRUB & GROUNDCOVER PLANTING DETAIL1 ©···esignrofessionals1" = 10' LANDSCAPE BUFFER CROSS SECTION A-A1 1" = 10' LANDSCAPE BUFFER CROSS SECTION B-B2 1" = 100' KEY PLAN3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.6 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.5 0.8 0.7 0.4 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.3 0.8 0.9 0.7 0.4 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.3 0.9 0.9 0.6 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.6 0.8 0.7 0.4 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.6 0.8 0.6 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.6 0.8 0.6 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.7 0.8 0.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.6 0.9 1.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.6 0.9 0.8 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.6 0.8 0.6 0.1 0.2 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.6 0.9 1.0 0.9 1.0 1.0 1.0 1.1 1.1 1.1 1.1 1.0 0.8 0.5 0.3 0.3 0.3 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.6 0.9 1.0 0.9 0.9 1.0 1.0 1.0 1.1 1.1 1.1 1.0 0.9 0.9 0.8 0.7 0.6 0.3 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.6 0.9 1.0 0.7 0.6 0.8 0.7 0.8 0.8 0.9 0.8 0.8 0.9 1.0 1.2 1.3 0.8 0.5 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.7 1.1 1.1 0.8 0.7 0.8 0.9 0.8 0.8 0.9 0.9 0.9 1.0 1.2 1.4 1.4 1.1 0.7 0.4 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.8 1.3 1.5 1.2 1.1 1.1 1.2 1.2 1.1 1.0 1.1 1.1 1.2 1.2 1.5 1.5 1.2 1.0 0.7 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.8 1.4 1.6 1.3 1.2 1.3 1.2 1.2 1.1 1.0 1.0 1.2 1.1 1.2 1.4 1.5 1.4 1.2 1.0 0.4 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.9 1.5 1.4 0.9 1.3 1.4 1.4 1.4 1.2 0.7 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.4 1.0 1.5 1.7 1.3 1.4 1.4 1.3 1.1 0.8 0.3 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.6 1.2 1.6 1.6 1.1 1.5 1.5 1.2 0.9 0.6 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.9 1.4 1.6 1.5 1.0 1.5 1.5 1.2 0.9 0.5 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.3 1.5 1.5 1.4 1.2 1.5 1.3 1.1 0.9 0.5 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.2 1.5 1.5 1.1 1.2 1.2 1.2 1.1 1.0 0.8 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 1.3 1.6 1.4 1.1 0.9 1.0 1.1 1.1 1.1 1.0 0.5 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 1.4 1.5 1.2 1.0 0.8 0.9 1.2 1.2 1.2 1.1 1.0 0.9 1.0 0.9 1.0 1.0 1.0 0.9 0.8 0.6 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 1.2 1.5 1.2 0.8 0.8 0.9 1.0 1.2 1.1 1.1 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.8 0.7 0.4 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 1.3 1.3 1.1 0.9 0.8 0.9 1.0 1.0 1.0 1.1 1.0 0.9 1.0 0.9 1.0 1.1 1.0 0.9 0.7 0.5 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.1 1.1 1.0 1.0 1.0 1.1 1.1 1.1 1.1 1.1 1.1 1.2 1.1 1.2 1.2 1.2 1.2 1.1 0.9 0.6 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.6 0.7 0.8 0.9 1.1 0.9 1.0 1.2 1.0 1.0 1.2 1.2 1.1 1.2 1.3 1.2 1.1 1.2 0.9 0.5 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.3 0.3 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.25 0.25 0.25 0.25 0.25 0.25 0.250.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 A @ 20' A @ 20' A @ 20' A @ 20' A @ 20' A @ 20' A @ 20' A @ 20' A @ 20' A @ 20' A @ 20' A @ 20' A @ 20' A @ 20' A @ 20'A @ 20' A @ 20'A @ 20' A @ 20'A @ 20'A @ 20' B @ 25'B @ 25' C @ 25' B @ 25' A @ 20' D @ 25'©···esignrofessionals ©···esignrofessionalsNot to Scale ACCESSIBLE PARKING SYMBOL1 Not to Scale ACCESSIBLE PARKING SIGN POST2 Not to Scale VAN ACCESSIBLE PARKING SPACE4 Not to Scale ACCESSIBLE PARKING SIGN3 Not to Scale AUTOMOBILE ACCESSIBLE PARKING SPACE5 “ ” · ·” ·“” · · · ©···esignrofessionalsNot to Scale BITUMINOUS CONCRETE LIP CURB1 Not to Scale DUMPSTER PAD SECTION5 Not to Scale DUMPSTER PAD PLAN8 Not to Scale DUMPSTER ENCLOSURE SECTION11Not to Scale DUMPSTER ENCLOSURE SECTION11 Not to Scale BITUMINOUS CONCRETE PAVEMENT SECTION - STANDARD DUTY2 Not to Scale SANITARY SEWER TRENCH SECTION6 Not to Scale CONCRETE SIDEWALK SECTION - STANDARD DUTY4 Not to Scale ELECTRIC / TELECOMMUNICATIONS TRENCH12 Not to Scale WATER SERVICE TRENCH SECTION3 Not to Scale PRECAST CONCRETE TYPE "C" AND "C-L" CATCH BASIN10 Not to Scale STANDARD CATCH BASIN TOPS7 Not to Scale CONCRETE BOLLARD9 ©···esignrofessionalsNot to Scale OUTLET CONTROL STRUCTURE - Pond North1 Not to Scale PAVED LEAK OFF5 Not to Scale TYPE A & B RIPRAP APRON7 · · · Not to Scale TYPE C RIPRAP APRON8 Not to Scale PREFORMED SCOUR HOLE6 Not to Scale HDPE FLARED END9 Not to Scale STORM DRAIN TRENCH SECTION3 Not to Scale OUTLET CONTROL STRUCTURE - Pond West2 Not to Scale DETENTION BASIN EMERGENCY SPILLWAY4 Not to Scale WALKING TRAIL11 Not to Scale WALKING TRAIL SIGNS10 DDDesign rofessionals © · · · ···· MAY 4, 2023SBrimfield, MA 0101099 Apple RoadP:F:E:ARCHITECT508.347.8939Fleshman@SF-Arch.com508.347.7188LESHMANTEPHENFPROPOSED FLOOR PLANSCALE: 1/8"=1'-0"BUILDING 1 (WEST) PROPOSED ELEVATIONSBUILDING 1 (WEST)SBrimfield, MA 0101099 Apple RoadP:F:E:ARCHITECT508.347.8939Fleshman@SF-Arch.com508.347.7188LESHMANTEPHENFSCALE: 1/8"=1'-0"MAY 4, 2023 SBrimfield, MA 0101099 Apple RoadP:F:E:ARCHITECT508.347.8939Fleshman@SF-Arch.com508.347.7188LESHMANTEPHENFPROPOSED FLOOR PLANSCALE: 1/8"=1'-0"BUILDING 2 (CENTER)MAY 4, 2023 PROPOSED ELEVATIONSBUILDING 2 (CENTER)SBrimfield, MA 0101099 Apple RoadP:F:E:ARCHITECT508.347.8939Fleshman@SF-Arch.com508.347.7188LESHMANTEPHENFSCALE: 1/8"=1'-0"MAY 4, 2023 SBrimfield, MA 0101099 Apple RoadP:F:E:ARCHITECT508.347.8939Fleshman@SF-Arch.com508.347.7188LESHMANTEPHENFPROPOSED FLOOR PLANSCALE: 1/8"=1'-0"BUILDING 3 (EAST)MAY 4, 2023 PROPOSED ELEVATIONSBUILDING 3 (EAST)SBrimfield, MA 0101099 Apple RoadP:F:E:ARCHITECT508.347.8939Fleshman@SF-Arch.com508.347.7188LESHMANTEPHENFSCALE: 1/8"=1'-0"MAY 4, 2023 SBrimfield, MA 0101099 Apple RoadP:F:E:ARCHITECT508.347.8939Fleshman@SF-Arch.com508.347.7188LESHMANTEPHENFPROPOSED FLOOR PLANSCALE: 1/8"=1'-0"BUILDING 4 (SOUTH)MAY 4, 2023 PROPOSED ELEVATIONSBUILDING 4 (SOUTH)SBrimfield, MA 0101099 Apple RoadP:F:E:ARCHITECT508.347.8939Fleshman@SF-Arch.com508.347.7188LESHMANTEPHENFSCALE: 1/8"=1'-0"MAY 4, 2023 P.O. BOX 1167 21 JEFFREY DRIVE e SOUTH WIN DSOR, CT 06074 PHONE: 860.291.8755 FAX: 860.291.8757 www.designprofessionalsinc.com CIVIL A TRAFFIC ENGINEERS / LAND SURVEYORS 1 PLANNERS 1 LANDSCAPE ARCHITECTS 5erwng Connecticut, Massachusetts, dt Rhode Island Since 1906 • • June 21, 2023 : Jeffrey Doolittle • Town Engineer Town of South Windsor Dear Mr. Doolittle: : In response to your comments dated June 12, 2023,we offer the following comments. For ease of reference,your comments are noted in italics,and our responses are noted in bold. 1. The elevation of the rip rap spillway from the north Detention Basin 2 should be lowered to the 100 : year flood elevation of about 70.5 and the outlet structure TF set to elevation 71.0 or less. Sheets C-DlJ1&C-GD1 have been revised to these elevations. 2. Revised the Storm Drainage System Maintenance and Operation notes to say the Outlet Structures to be inspected 4 times per year when the water quality basins are inspected. • Sheet C-ES2 was revised per this comment. 3. What is the condition of the adjacent wetlands on this property and the drainage channel and other detention basins to the west?These need to be maintained in good condition for the on-site drainage to work as designed. Per IWA approval letter dated May 17,2023, Phragmites will be removed from the existing drainage channel and maintained per the existing Storm Drainage&Maintenance agreement.A note was added to Sheet C-DUI. : 4. WPCA review and approval is needed far this application. WPCA application will be filed once P&Z and IWC approvals are granted,per the WPCA application checklist. 5. The 3 leak-offs from the paved parking areas to the detention basins have low spots in them where water will pond before and after spilling into the basins. The 1'deep low spots in the leak-offs are designed to catch sediment and debris before it enters : the basins. S. According to the stormwater management report, the water from both detention basins will back up into the pipes from FE-1 to CB-1 and CB-2 and from FE-4 to YD-1 during the 25-100 year storms. : This may reduce surface drainage on site and allow sediment and debris to accumulate in these pipes during large storms. DPI acknowledges this comment. 7. All of the developed site is discharging to the Newberry Brook watershed. DP!'s analysis of the peak : flows and times of concentration in Newberry Brook at the Main Street culvert before and after this developed site shows no increase in peak flows at the Main Street Culvert for the 2, 10, 25, 50 and 100 year storms. Also the model shows peak flows arriving at the Main Street culvert in about 3 hours for Newberry Brook and in more than 15 hours from this developed site. They conclude : that the site stormwater flows will not increase peak stormwater flows in Newberry Brook at the Main Street culvert. DPI acknowledges this comment. 8. The photos showing both the upstream downstream sides of the twin culverts under Main Street all or mostly submerged during and immediately after a recent inch storm event do not indicate any specific issues with these culverts, in my opinion. If there was a blockage or restriction in these culverts, the water level would be visibly lower at the downstream(west)end. I believe these photos, old aerial photographs, and my recent observations of Newberry Brook downstream of Main Street indicate that this section of Newbery Brook is prone to flooding because it flattens out downstream of Main Street and there is significant vegetation growing in and around it. I think these conditions contribute to the poor flows seen in Newberry Brook downstream of Main Street and through the Main Street culverts. DPI acknowledges this comment. J s J Luczak, P.E, DESIGN PROFESSIONALS, INC Cc: Jeffrey Folger Michele Lipe • }}DPIFSI}G-Drive}jobs}4613}4613.A}CorrespondencelTown of South Windsor}Seni}Response to J.Doolittle Comments}).Doolittle Comore e • • 12}Response to Town Engineer Comments 2023-06-21.docx l i EXHIBIT A EXHIBIT A ‘EXHIBST A EXHIBIT A Windsor Samtahon, vr-AA amt (m x mt ’mo .9" 6/22/2023 To whom it may concern, RE:Trio Investment Properties,LLC 75 Connecticut Ave. South Windsor,CT 06074 This Ietter is to inform you that Windsor Sanitation,Inc.is able to provide commerciai sanitation and recycling service and individuai small container pick up during the hours of 8am to 6pm. If you have any questions or concerns,please Contact our office at 860-688-3955. Sincerely, Jordan Sprague Windsor Sanitation,lnc. EXHIB!T C EXHIBIT C EXHIBIT C EXHIBIT C Town of South Windsor CT, Planning and Zoning Meeting 06/27/2023 Application 23-11P 1)Revised 06/21/2023 submitted plans do not include 75'conservation easement on southerly and easterly borders with residential. a.Easement submissions were physically given to committee at 6/13/2023 Planning and Zoning meeting and listed on the Planning and Zoning Committee website under meeting 6/13/2023 Exhibits. b.In addition,conservation easements have an additional 38' requirement for roots of tree species 2)Revised 06/21/2023 submitted plans do not include 75’buffer from residential,beyond conservation easement. a.SW Planning and Zoning Regulation 6.2.4 3)Determination of type of development of Application 23-11P a.Submission by resident Richard Delhaie,showing different project scope before Inland Wetlands and the application now before Planning and Zoning.Submission is with the 6/13/2023 Planning and Zoning meeting minutes exhibits. b.7.24.1 Intent i.The intent is to allow for wholesale,storage and/or distribution activities,truck freight and bus terminals that are compatible with neighboring uses;have adequate community services,street, utilities and will not have a harmful effect on surrounding neighborhood(s). ii.A.Warehouse use:Where used throughout these regulations,the term warehouse use applies to warehouses,distribution centers, nann’i/c Ann'n 11,. box truck storage facilities,freight terminals and Iast mile delivery facilities.See Section 11.9,Appendix]for warehouse type definitions. iii.B.The separating distances established below between residential .zones and proposed use(s)shall be measured by establishing a radius of the required separating distance from the residential zone to establish the boundary.All proposed activities for the use, including parking areas,truck courts,buildings,etc.shall be shown on the site plan and shall fall outside of the separating distance radius. iv.C.Any existing site with an approved warehouse type use at the time of the adoption of these regulations,05-28-23,which now requires approval by special exception or does not meet the established separating distance,shall be allowed to expand up to 15%of the existing square footage by site plan approval provided the expansion does not bring the on-site activity any closer to the residential zone. v.If an applicant/developer cannot identify the specific application for a project (e.g.is it a warehouse or is it a truck terminal)the PZC will assume the highest level of intensity and apply the most stringent requirements.The project will be subject to a Special Exception at a minimum.Changes in the use after the original Commission approval may require additional approvals from this Commission. 4)From the revised site plan App.23-11p dated 6/21/2023,Iast seen online at 13:42 06/262023.Page 15:Property and Topographic Survey a.Dimensions of trees are grossly under exaggerated as witnessed by 6/13/2023 submission (Minutes/Exhibits)of actual photos and measurements of trees. b.The South Windsor Tree Warden should be brought in to make an independent study representing the town and the resident’s interests. c.P and Z regs,Section 6.2.1.E —E.Large trees and stands of mature trees and shrubs are to remain undisturbed where practical and desirable. Existing healthy trees of 18—inch caliper and greater (to be survey— Page 2/6 App 23-11p located either singly or as groups)shall be incorporated into the site plan to the maximum extent possible.Similarly,significant stands (10 or more trees)of related species,or consistent scrub-shrub groupings occurring in front,side or rear yards shall be preserved whenever feasible.When possible,existing trees shall be saved by appropriate welling and mounding.The revised site plan from June 21st shows,a large number of trees,but oddly no double or triple trunk trees. Sheet V-1 seems odd in that so many of the trees are marked as only 17 inches.l strongly encourage the Commission to send the town tree warden out to measure these trees,or conduct a site visit with tape measures in hand -an 18 inch tree will be about 57 inches around the circumference. 5)Town of South Windsor CT/Planning and Zoning Regulations Section 8.6.2 a.B.6 Name of adjacent owners and zoning classification of their property; The property currently in between 10 Barbara rd and 39 Barbara rd,is currently owned by the Town of South Windsor and no notification was sent via certified mail. b.8.13.Locations and descriptions of all existing and proposed easements and rights-of—way;There is no mention of the Conservation easements on the southerly and easterly borders. c.Bl4.Location of existing trees;trees larger than 18”in diameter shall be shown.All trees larger than 6 inches in diameter within the public right- of—way shall be identified on the plan.Groups of trees shall be identified by a ”tree line”that shows the extent of the stem line as well as the extent of the drip line;drip lines may be approximated through the use of existing aerial photographs.Developers’submission is complete fiction as represented by residents’submission. d.Bl6.When buffers are required,the buffer design as proposed after S years’time and at maturity shall be portrayed and shall conform to paragraph 6.2.4.C Buffer Widths,as appropriate.In addition,a profile of a typical section of the buffer as projected at five years’time and at maturity shall be shown;Buffer submitted on the revised site plans Page 3/6 App 23-11p 06/21/2023,do not have correct dimensions which should include 75' conservation easement and 75’buffer. e.8.6.3 Standards for General Plans of Development A.Purpose A General Plan of Development may be submitted for the purpose of having the Commission approve of the proposed conceptuai deveiopment of a site.The purpose of a General Plan of Development is to show: 1.Proposed land use; 2.Building layout; 3.Proposed intensity of development (including coverage ratio, setbacks,parking count,building height); Vl.4.General layout of utility systems and location; VII.5.Circulation and street/road networks; VIII.6.Drainage systems and location; 7.Open space; 8.Impervious areas;and XI.9.Recreation areas. XII.The intention of this General Plan of Development is to show details visible to any viewer.The Commission may decide to hold a public hearing on the General Plan of Development.The Commission may require submission of the General Plan of Development to the Architectural and Design Review Committee. f.B.Form and Content of General Plan of Development The General Plan of Development shall consist of 1 or more maps prepared by an engineer,architect,landscape architect or planner and accompanying documents: 1.Drawings at a scale of not less than 1"=100’drawn on South Windsor Topographical Survey maps showing existing topography with property boundaries,contours,existing structures,existing roads and rights-of—way,and major topographical features (including wooded and open areas,inland wetlands,watercourses and flood plains);Wetlands mis identified by developers expert. 2 additional Soil Scientists have conflicting opinions. Page 4/6 App 23-11p iii.2.A layout plan showing type of development and uses;the proposed general system of utilities (including sewer,domestic water,fire protection and storm water drainage)and their connection points to existing systems;building layout;road and parking layout including access locations from connecting roads and driveways;proposed open space areas;buffers;and proposed recreation areas;The site plan and naming convention on 3 separate occasions have identified different uses. iv.3.A plan showing land uses and building locations within 500 feet of the site; v.4.A plan showing abutting property owners; vi.5.A report regarding existing traffic conditions and information on traffic generated by development of the proposed site,and traffic impact ofthe traffic generated,prepared by a registered professional engineer; vii.6.A statement of the projected impact on the water supply and distribution system,drainage,and sanitary sewer system; 6)6.1.4 Natural Landscape Features a.Due regard shall be given to the preservation and potential enhancement of natural features,trees,scenic points,rock formations, and other assets of a community nature.All watercourses should remain in as natural a state as possible,and all land filling shall be subject to the landfill regulations of the Town.The developer shall preserve,insofar as possible,hardwood and evergreen trees that are not required to be removed by the building construction or public improvements.Comments made by design firm,to they effect,they will make it better than it was —Video recording 6/13/2023 P and Z Committee meeting.Similar comments made by Design Firm and Soil Scientist on multiple occasions throughout Inland/Wetland Committee meetings 7)8.7.3 Criteria for Plan Evaluation i.B.Specific Criteria for Plan Evaluation ii.The purpose of these criteria is to establish a checklist of those items that affect the physical aspect of South Windsor’s Page 5/6 App 23-11p environment.Pertinent to appearance is the design of the site, building and structures,plantings,signs,street hardware,and other objects that are observed by the public. iii.These criteria are not intended to restrict imagination,innovation, or variety,but rather to assist in focusing on design principles, which can result in creative solutions that will develop a satisfactory visual appearance within the Town: iv.1.Impact on the market value of existing structures in the adjoining area; 1.Putting commercial building 75’or 150’will impact the resale value of the neighboring community b.2.Effect on the health,safety and general welfare of the community; c.6.Location and dimensions of public and private pedestrian walkways, sidewalk malls and paths; i.75’Conservation easement and walking trail d.7.Types,styles and colors of building materials,exterior facades and facing,fenestration,and fireretardant characteristics; i.Fall and Winter Months,buildings will be exposed to residential surrounding community Town of South Windsor CT Planning and Zoning committee meeting 6/27/2023 App:23—11 P Connecticut Avenue Submitted by Steve Grech Judy Lane South Windsor CT 6/6 Page /Mapping Mapping showing Conservation Easements for 75 ICU t AveConnect EXHIBIT DEXHIBITD EXHIBIT D indsor CT mg commi Town of South W Pianning and Zon meeting 6/27/2023 App ttee 23-11 P Connecticut Avenue Subm itted by Steve Grech EXHIBIT D Page 1 of 2/Mapping Image expanded of Conservation Easement mapping showing volume and page. Volume 1192 Page 252 Volume 1192 Page 237 Town of South Windsor CT Planning and Zoning committee meeting 6/27/2023 App:23-11 P Connecticut Avenue Submitted by Steve Grech Page 1 of 2/Mapping 06 ° PLANNING DEPARTMENT �43cod c NGSON 4 CERTIFIED MAIL 7022 2410 0000 6508 28 10 July 13, 2023 Peter R. DeMallic Design Professionals, Inc. 21 Jeffrey Drive South Windsor, CT 06074 Dear Mr. DeMallie: Re: Appl. 23-11P Industrial Flex Space Site Plan We are pleased to advise you that the Planning & Zoning Commission voted on July 11, 2023 to approve with modifications the above referenced application for a site plan. This approval is for a site plan approval for 39,850 sf of "flex" space contained within multiple buildings, on property located at 75 Connecticut Avenue, I zone, as shown on plans prepared by Design Professionals, Inc., Project#4613.R dated March 10, 2023 and as revised June 21, 2023. This approval is subject to the following modifications: 1. Prior to commencement of any site work, a meeting must be held with Town Staff. 2. No building permit will be issued until the final mylars have been filed in the Town Clerk's office. 3. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission, including bonds in the amount of$25,000 to ensure compliance with the erosion and sediment control measures and$50,000 to ensure establishment of storm water system and $25,000 for the installation and establishment of wetlands plantings. 4. A landscape bond in the amount of$25,000 is required and must be submitted prior to the issuance of a certificate of occupancy if work is not completed. 5. All bonds must be in one of the forms described in the enclosed Bond Policy. 6. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 9.1.3 of the Zoning Regulations. 7. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 8. This approval does not constitute approval of the sanitary sewer, which can only be granted by the Water Pollution Control Authority. 9. No building permits will be issued until the Office of State Traffic Administration certificate has been issued(per CGS §14-311). 10. The building addresses numbers must be included on the final plans. 11. Pavement markings must be maintained in good condition throughout the site drives and parking areas. 12. All free-standing signs and/or building signs require the issuance of a sign permit before they are erected. 13. Engineering comments dated 6-12-23 must be incorporated into the final plans. 1540 Sullivan Avenue, South Windsor, CT 06074 1 Tel (860) 644-2511 Ext 2329 1 Planning@SouthWindsor-CT.gov PLANNING DEPARTMENT 4 �GSO x C 14. An arborist and landscape architect, accompanied by town staff, shall review the health of the trees within the buffer to determine whether or not trees should remain. Interplanting within the fifty-foot buffer shall be located to maximize screening from the adjacent residential properties. 15. Additional signage related to recommended maximum size of trucks to access the property shall be added to the site. 16. No outdoor storage is permitted without further approval from this Commission. 17. All dumpsters shall be picked up and emptied between the hours of 8am—6 pm. 18. The twenty-inch maple tree in the northeastern comer of the property shall be protected during construction. 19. The landscape buffer shall be installed prior to the issuance of a building permit. Black and white transparent mylars of Sheets #C-T1 and #C-SP1 with the above modifications, together with three blueprint copies of the entire set of plans, must be submitted to this Commission to be stamped and signed. The letter of approval of this Commission must be reproduced on the mylars. After the mylars have been signed by the Commission, they will be returned to you for filing in the Office of the Town Clerk. After filing these plans, a copy of the receipt must be submitted to the Planning Department. Very truly yours, `dad pawo" Bart Pacekonis, Chairman Planning and Zoning Commission BP/js cc: Trio Investment Properties, LLC Town Engineer Chief Budding Official Fire Marshal Assessor Director of Public Works 1540 Sullivan Avenue, South Windsor, CT 06074 1 Tel (860) 644-2511 Ext 2329 1 Planning@SouthWindsor-CT.gov