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HomeMy WebLinkAbout25-29P 328 Burnham LLCLEGAL DESCRIPTION LAND NOW OR FORMERLY 328 BURNHAM LLC (VOL. 3028 PG. 260) 328 BURNHAM STREET SOUTH WINDSOR, CONNECTICUT BEGINNING AT A POINT ON THE NORTHERLY RIGHT-OF-WAY LINE OF BURNHAM STREET, THE SOUTHWESTERLY PROPERTY CORNER OF LAND NOW OR FORMERLY MARK E. BROOKS, AND THE SOUTHEASTERLY PROPERTY CORNER OF THE PROPERTY DESCRIBED HEREON; THENCE S86°27’04”W ALONG THE NORTHERLY RIGHT-OF-WAY LINE OF BURNHAM STREET, A DISTANCE OF 250.00 FEET TO A POINT AT THE SOUTHEASTERLY PROPERTY CORNER OF LAND NOW OR FORMERLY ARG STWINCT001 LLC; THENCE N05°21’03”E ALONG THE EASTERLY PROPERTY LINE OF ARG STWINCT001 LLC, A DISTANCE OF 299.98 FEET TO A 1 ½” IRON PIPE; THENCE N86°38’02”E ALONG THE SOUTHERLY PROPERTY LINE OF LAND NOW OR FORMERLY ARG STWINCT001 LLC, A DISTANCE OF 100.53 FEET TO A 1 ½” IRON PIPE; THENCE N86°38’02”E ALONG THE SOUTHERLY PROPERTY LINE OF LAND NOW OR FORMERLY ARG STWINCT001 LLC, A DISTANCE OF 49.47 FEET TO A POINT AT THE SOUTHWESTERLY PROPERTY CORNER OF LAND NOW OR FORMERLY DJS 360 HOLDINGS LLC; THENCE N86°27’49”E ALONG THE SOUTHERLY PROPERTY LINE OF LAND NOW OR FORMERLY DJS 360 HOLDINGS LLC, A DISTANCE OF 100.00 FEET TO A ¾” IRON PIPE; THENCE S05°21’56”W ALONG THE WESTERLY PROPERTY LINE OF LAND NOW OR FORMERLY MARK E. BROOKS, A DISTANCE OF 299.48 FEET TO THE POINT AND PLACE OF BEGINNING. THE PROPERTY DESCRIBED HEREON CONTAINS 74,018 SQUARE FEET OR 1.020 ACRES \\DPIFS1\G-Drive\jobs\5248\Docs\Applications\Abutters\5248 PZC Abutters Notice 6-2-2025.doc P.O. BOX 1167 58H CONNECTICUT AVENUE SOUTH WINDSOR, CT 06074 PHONE: 860.291.8755 FAX: 860.291.8757 www.designprofessionalsinc.com CIVIL ENGINEERS | PLANNERS | SURVEYORS | LANDSCAPE ARCHITECTS Serving Connecticu t, Massachusetts, & Rhode Island June 2, 2025 Dear Abutting Property Owner: Re: 328 Burnham Street – Site Plan Application 328 Burnham, South Windsor, CT 328 BURNHAM LLC c/o Tyler Maneeley Design Professionals Inc. Project #: 5248 In accordance with the Rules & Regulations of the South Windsor Planning & Zoning Commission, you are hereby notified that an application has been filed on the property abutting yours at the above -referenced address. The application and plans are on file with the South Windsor Planning Department. As an abutting property owner, you are invited to the hearing to ask questions and/or give comments, however, you are not required to attend. You may also submit written comments regarding the application prior to the meeting if you so desire. For further information regarding the specific date this application will be heard, please contact Michele Lipe, AICP, Director of Planning, at the South Windsor Planning Department at 860-644-2511, ext. 2252. If you have any questions regarding the specifics of the plans, please feel free to contact our office at 860 -291-8755. Thank you. Sincerely, DESIGN PROFESSIONALS, INC. Peter R. DeMallie President & Principal Cc: Town of South Windsor Applicant Property Owner UNITEDSTATESPOSTALSERVICE a U.S.PGSTAGE PAID SOUTH WINDSOR,CT06074JUN1625ofthisAMobNT ofRe $2.6O $2324N503829>35 Name and Address o!Sender Check Iype of mail or service D Adull Signalure Required D Priority Mail Express D AdultSignamre Restricted Delivery D Regis‘ered Mai! D Caninen Man D REM"Receip‘h, D Csdmed Mail Restriued Det‘wery Memhandise C}Conem on Delivery (COD)D Signature Conlirmalion D Insured Mall D Signalure Cannrmalion D Priority Mair Res‘n'cled Delivery Affxx Stamp Here(for additional copies ofPostmarkwilhDate USPS TrackinyArlide Number Addressee (Name‘Street.City.Slate.at ZIP Code”)Postage (ExtraService) Fee HandlingCharge Actual ValueIfRegistered InsuredValue DueSenderif COD ASRFee ASRDFee RDFee RRFee SCFee SCRDFee SHFee 1.MARK E BROOKS338BURNHAMSTREETSOUTHWINDSOR.CT 06074 2.ARG STWINCT001 LLC 650 FIFTH AVENUE NEW YORK.NY 10019 3.DJS 360 HOLDINGS LLC57GARDENGROVEROADMANCHESTER.CT 05040 328 BURNHAM LLC326QUARRYBROOKDRIVESOUTHWINDSOR,CT 06074 4. 5. 6. 8. Tolal Number of PlacesListedbySender Total Number of PiecesReceivedatPoslOffice stmaster.Per (Name receiving employee)é/I4//Ps Form 3877.January 2017 (Page 1 or2)Compléérin Ink Privacy Notice:For more information on USPS privacy policies,visit usps.com/privacypollcy,PSN 7530-02-000-9098 P.O. BOX 1167 58H CONNECTICUT AVE SOUTH WINDSOR, CT 06074 PHONE: 860.291.8755 www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / LAND SURVEYORS / PLANNERS / LANDSCAPE ARCHITECTS Serving Connecticut, Massachusetts, & Rhode Island Narrative Statement Special Exception Application 328 Burnham Industrial Flex 328 Burnham Street South Windsor, Connecticut DPI Proj. No. 5248 June 9, 2025 Tyler Maneeley, a South Windsor native, has submitted a Site Plan/ Special Exception application for the 1.7 acre lot located in an industrial zone at 328 Burnham Street in South Windsor, Connecticut. The proposed site plan includes a new 12,411 square foot industrial flex building that may have as many as nine individual units that are typically sized 25’ by 55’ or 1,375 sf each. Each unit may have its own office and bathroom and will have flex space with a wide overhead door and pedestrian door. Tenant uses will include plumbing, heating, electrical, mechanical, industrial, and general contracting establishments. The site plan also has nine large commercial vehicle spaces at each overhead door, 20 car parking spaces, an associated surface stormwater management system, wetland mitigation, and plantings for the parking lot, the detention basins, and for screening from Burnham Street. The Special Exception is required due to the residential home on the property that will remain as a rental unit for a tenant who is non-related to the owner. The design team for this project consists of Design Professionals, Inc., South Windsor (civil engineering, landscape architecture, land surveying); Ian T. Cole, Middletown (wetland/soil scientist); and Russell and Dawson, Inc.(architect), East Hartford, CT. The subject property abuts the Industrial Zone to the northeast and east, and the I-291 Corridor Development zone to the west. Burnham Street is the border along the East Hartford town line and properties directly across the street in East Hartford are also in an Industrial Zone. Properties on Burnham Street include a variety of commercial and industrial uses, with the exception of the neighbors directly east of the subject site that are zoned industrial but currently have a residential use. Route 5 is less than a half mile to the west, and the intersection of Burnham Street and Long Hill Road is .75 mile to the east. Given the subject site proximity to the Route 5 Corridor, the straight site lines along Burnham Street, and low generator use, a traffic report was not prepared at this time. Current and future plans for this area as shown in the Town of South Windsor’s Plan of Conservation and Development (POCD) effective July 21, 2024, show this area as remaining as an industrial use and contains no future open space, any other historic or scenic resource, and is not within the sidewalk priorities plan. Also, in accordance with the Town regulations, the most current NDDB (Natural Diversity Data Base) map was reviewed and was found to not be in any shaded areas that have state listed species of concern. The POCD also shows the project site existing within the Industrial and Employment focus area for the Route 5 corridor and the adjacent commercial zone is in the I-291 Corridor Development area. The Future Land Use Policies Plan has the project area in the I-291 Corridor Development Zone, described as a policy area for regional employment and an important contributor to the tax base with its proximity to the interstate highway system with it being envisioned with the most intense industrial and business uses. G:\jobs\5248\Docs\Applications\PZC\5248 PZC Narrative.docx The site plan for this Site Plan/Special Exception application follows all bulk requirements for an industrial zoned lot with the exception of a side yard for the residence that has an existing nonconforming setback of 9.5 feet in the 10 feet side yard requirement on the east property line. The building will be wood framed with vinyl siding with a 4-foot height decorative brick façade on the front and the building side facing Burnham Street. The building side that faces the road will also have attractive windows above the brick façade. The owner intends to lease out units for the maximum unit capacity of nine industrial flex units for use as incubator spaces for small businesses or to remain as a small business operation with the use expected to be industrial, manufacturing, or service contractors. The owner of the property and applicant, Tyler Maneeley, intends to operate his landscape business from the last two of these units. Each of the nine units is shown to have the potential of a 60 square foot office space and a 54 square foot bathroom space and will have a 12x14 foot overhead garage door and pedestrian door. The demising walls for the nine units are optional for a tenant that may require more space. The building wall height is 16 feet from finished grade and the roof height is under 24 feet. Onsite parking includes 20 car parking spaces with an additional nine large truck spaces that are directly in front of the overhead garage doors. The large truck parking spaces are to be used for business purposes and are not included in the calculations for the required parking for vehicles. Calculations for parking have resulted in the requirement of two ready and installed EV spaces. These EV spaces include one of the spaces that is adequate for van parking and is accessible but not limited to accessible use. In order to accommodate any trailer parking related to the landscape business or future tenant needs, a paved trailer parking space is included in the parking area. The site will be served by public water and sewer. This project received unanimous Inland Wetlands Agency approval with conditions on May 7 th, 2025. The wetlands onsite are associated with the existing drainage pipe that transects the site. There’s a small amount of wetland disturbance related to the improvement of the existing pipe outlets with our new stormwater management system pipe sizing and rip rap aprons. A wetland seed mix and new wetland shrubs are proposed to mitigate any disturbance of the wetland areas and the proposed large shrubs also assist in the visual screening of the new building to Burnham Street. Landscaping includes attractive plantings at the entrance with a mix of evergreen and deciduous plantings in the front corner of the building, parking, and along the drainage swale that includes native wetland plants for the new wetland mitigation area. This mix of plantings will also assist in screening the building from the road. There are reliable parking lot shade trees and native shrubs along the detention areas. A line of evergreen shrubs and trees are proposed along the water quality basin to separate the residential building’s backyard from the basin. The plan includes a lighting plan with LED fixtures from the Razor series of US Architectural Lighting. These fixtures are low profile, attractive and dark sky friendly. The access drive and parking in front of the building is proposed to be lit by five building mounted fixtures set at 16 foot height over every other overhead door. The building side facing the road will have a smaller G:\jobs\5248\Docs\Applications\PZC\5248 PZC Narrative.docx building mounted lights set at an eight foot height to light the walk for access to the utility doors. For the back parking area, there are two pole mounted fixtures on 16 foot height poles. For stormwater management, the majority of runoff from proposed impervious surfaces and the eastern half of the roof will flow across the pavement surface to either a stone strip or paved leak off, prior to entering the primary proposed water quality basin for treatment. This water quality basin was designed with a forebay spanning the length of the stone strip on the east side of the building. The forebay and main wet pool volume of this water quality basin were sized to retain over 10% and 100% of the determined water quality volume for the area draining to it respectively, as recommended in the 2024 Connecticut Stormwater Quality Manual. A 1.3” rain event was considered in the determination of the required water quality volume. Runoff from the western portion of the roof will be directed to a discharge point at the northwest corner of the building where it will flow into a second proposed water quality basin. The wet pool of this basin was also sized to retain over 100% of the determined water quality volume for the west portion of the roof. Review of offsite topography indicated that an area of approximately 27 acres drains overland to an existing 15” RCP inlet located at the north portion of the property. HydroCAD analysis results indicated that due to the site’s acceptance of this offsite runoff, detention of runoff was not needed to maintain the existing peak flow conditions. With this, the main function of the proposed water quality basins will be to provide treatment of onsite runoff. A drainage depression is also now proposed on the east side of the primary water quality basin to allow offsite flows to be routed around the basin. Two 24” pipes are proposed to allow for the bypass of this flow. HydroCAD model results indicate that runoff from the 2-yr storm will be contained within the depression without spill-over to the primary water quality basin. Larger storm events will spill over a proposed riprap spill way to prevent flooding onto the adjacent property to the east. The primary water quality basin for the site will release all collected runoff to the existing wetland area located at the approximate center of the southern property boundary with Burnham Street, via a proposed 24” HDPE pipe and 40’ wide riprap spill way. For erosion and sedimentation control we followed the guidelines in the 2024 Connecticut Guidelines for Soil Erosion and Sediment Control for selection and sizing of applicable control measures. A construction entrance, silt fence, catch basin inlet protection, temporary diversion swales, and a temporary sediment basin are proposed to control the transmission of sediment off the property during construction. In conclusion, we believe that this industrial flex building is an appropriate and permitted use for this area of commercial and industrial zoned properties with also some residential use. The site plan meets zoning requirements for the industrial zone and aligns with the future policies plan for industrial development in this I-291 Corridor area. The Special Exception will allow the existing residential use to remain as a rental unit which aligns with the residential use for the neighbors to the east, while the new flex use building will provide contractor and incubator business space that aligns with the POCD for industrial growth while minimizing the impact on abutting properties. ©···esignrofessionalsesign rofessionals· · · esign rofessionals 338 BURNHAM STREET BROOKS MARK E 15600338 306 BURNHAM STREET ARG STWINCT001 LLC 15600306 328 BURNHAM STREET 328 BURNHAM LLC 15600328 360 BURNHAM STREET DJS 360 HOLDINGS LLC 15600360 ©···esignrofessionals ©···esignrofessionals ©···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. LOAMY SOILS ARE DEFINED AS GRANULAR OR BLOCKY FRIABLE SOILS, A MIXTURE OF SAND, SILT AND CLAY THE SOIL MUST NOT BE SO COMPACTED AS TO IMPEDE ROOT GROWTH OR DRAINAGE. MASSIVE. THE SOIL MUST BE TESTED FOR TEXTURE, DRAINAGE CAPABILITY, PH, AND NUTRIENT VALUES PRIOR TO DETERMINING PLANT SELECTIONS AND ANY ADDITIONAL SOIL IMPROVEMENTS. THE LOAM CLASSIFICATIONS MAY PRESENT SPECIAL PLANTING PLANTING PROBLEMS NOT ANTICIPATED BY THIS DETAIL. BETWEEN 15 TO 27%: LOAM, SANDY LOAM AND SILT LOAM. NOTE THAT SOILS AT THE OUTER LIMITS OF INCLUDE THE FOLLOWING USDA TEXTURAL CLASSIFICATIONS AND HAVE A CLAY CONTENT OF LOAMY SOILS PARTICLES WITH A MINIMUM OF 1.5% BY DRY WEIGHT ORGANIC MATTER. THE SOIL STRUCTURE SHALL NOT BE PLATY OR NOTES: 2 X ROOT BALL DIAMETER NOTE: FOR DETAILED REQUIREMENTS RELATED TO THE PLANTING OF THE TREE IN THE IMPROVED SOIL, SEE "TREE PLANTING DETAIL."BACK FILL WITH EXISTING SOIL. IN SANDY LOAM SOILS, ADD 20% MAX. BY VOLUME COMPOSTED ORGANIC MATERIAL TO THE EXISTING SOIL.LOAMY SOIL TAMP SOIL AROUND ROOT BALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOT BALL DOES NOT SHIFT. 1:1 SLOPE ON SIDES OF PLANTING HOLE. UNEXCAVATED OR COMPACTED MOUND UNDER THE ROOT BALL TO PREVENT SETTLEMENT. 1.FOR TREES PLANTED IN NON-RESTRICTED SOIL CONDITIONS. 2.THIS DETAIL ASSUMES THAT THE AREA OF LOAMY SOIL AVAILABLE TO EACH TREE IS A MINIMUM OF 45 SQ. M (500 SQ. FT) Not to Scale TREE PLANTING DETAIL1 Not to Scale SOIL IMPROVEMENT DETAIL2 Not to Scale SHRUB & GROUNDCOVER PLANTING DETAIL6 Not to Scale TREE PROTECTION DETAIL7 SL3M WM4FT WM4FT WM4FT WM4FT WM4FT WM2 SL3W 0.2 0.2 0.6 0.5 0.3 1.3 1.0 0.7 0.4 2.3 1.7 1.1 0.7 0.5 4.4 2.3 1.6 1.1 0.8 0.5 4.4 2.6 1.8 1.3 0.9 0.6 3.0 3.0 2.4 1.7 1.2 0.7 2.9 3.1 2.4 1.9 1.3 0.8 3.5 3.0 2.3 1.6 1.1 0.7 4.7 2.5 1.8 1.3 0.9 0.6 4.3 2.7 1.9 1.3 0.9 0.6 2.8 2.9 2.4 1.7 1.2 0.8 2.8 3.0 2.4 1.9 1.3 0.8 3.3 2.9 2.3 1.6 1.1 0.7 4.8 2.6 1.9 1.3 1.0 0.6 4.7 3.0 2.2 1.6 1.1 0.7 3.3 3.5 2.8 2.0 1.4 0.9 3.3 3.5 2.8 2.0 1.4 0.9 4.8 3.0 2.2 1.6 1.1 0.8 4.9 2.7 1.9 1.4 1.0 0.7 3.3 3.0 2.4 1.6 1.2 0.8 2.7 3.1 2.5 1.9 1.4 1.0 0.6 2.0 2.5 2.7 2.6 2.4 1.8 1.1 0.4 2.7 3.0 2.4 1.8 1.3 1.0 0.7 0.8 1.2 1.4 1.6 1.9 1.8 1.5 1.3 0.9 0.5 4.5 2.7 2.0 1.4 1.1 0.9 0.8 0.9 1.0 1.1 1.2 1.3 1.2 1.0 0.8 0.6 0.4 4.8 2.5 1.7 1.3 1.0 1.0 0.9 0.9 1.1 1.3 1.4 1.4 1.2 0.9 0.7 0.6 0.4 0.9 1.1 1.4 1.9 2.2 2.1 1.6 1.1 0.8 0.6 0.4 0.7 0.8 1.3 2.3 3.1 3.0 1.7 1.0 0.7 0.5 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.1 0.1 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.3 0.3 0.2 0.3 0.3 0.3 0.2 0.2 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 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.5 0.8 1.2 1.5 1.2 0.9 1.3 1.1 0.8 0.6 0.5 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.8 1.4 1.7 2.2 1.7 1.4 2.3 1.8 1.3 1.0 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.8 2.3 1.7 1.1 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.4 2.3 1.6 1.1 0.8 0.5 0.3 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.4 2.6 1.8 1.3 0.9 0.6 0.3 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.0 3.0 2.4 1.7 1.2 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.9 3.1 2.4 1.9 1.3 0.8 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.5 3.0 2.3 1.6 1.1 0.7 0.4 0.2 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 0.0 0.0 0.0 0.0 0.0 4.7 2.5 1.8 1.3 0.9 0.6 0.3 0.2 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 0.0 0.0 0.0 0.0 0.0 4.3 2.7 1.9 1.3 0.9 0.6 0.4 0.2 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 0.0 0.0 0.0 0.0 0.0 2.8 2.9 2.4 1.7 1.2 0.8 0.4 0.2 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 0.0 0.0 0.0 0.0 0.0 2.8 3.0 2.4 1.9 1.3 0.8 0.4 0.2 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 0.0 0.0 0.0 0.0 0.0 3.3 2.9 2.3 1.6 1.1 0.7 0.4 0.2 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 0.0 0.0 0.0 0.0 0.0 4.8 2.6 1.9 1.3 1.0 0.6 0.4 0.2 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 0.0 0.0 0.0 0.0 0.0 4.7 3.0 2.2 1.6 1.1 0.7 0.4 0.2 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 0.0 0.0 0.0 0.0 0.0 0.0 3.3 3.5 2.8 2.0 1.4 0.9 0.4 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.3 3.5 2.8 2.0 1.4 0.9 0.4 0.2 0.1 0.1 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 0.0 0.0 0.0 4.8 3.0 2.2 1.6 1.1 0.8 0.4 0.3 0.2 0.2 0.3 0.6 0.5 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 0.0 0.0 4.9 2.7 1.9 1.4 1.0 0.7 0.4 0.3 0.4 0.7 1.3 2.4 2.2 1.1 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 3.3 3.0 2.4 1.6 1.2 0.8 0.5 0.5 1.0 1.9 2.9 3.4 3.3 2.7 1.7 0.8 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.7 3.1 2.5 1.9 1.4 1.0 0.6 0.7 1.3 2.0 2.5 2.7 2.6 2.4 1.8 1.1 0.4 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.7 3.0 2.4 1.8 1.3 1.0 0.7 0.8 1.2 1.4 1.6 1.9 1.8 1.5 1.3 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 4.5 2.7 2.0 1.4 1.1 0.9 0.8 0.9 1.0 1.1 1.2 1.3 1.2 1.0 0.8 0.6 0.4 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.8 2.5 1.7 1.3 1.0 1.0 0.9 0.9 1.1 1.3 1.4 1.4 1.2 0.9 0.7 0.6 0.4 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.8 2.4 1.9 1.2 1.0 0.9 0.9 1.1 1.4 1.9 2.2 2.1 1.6 1.1 0.8 0.6 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 1.5 1.7 1.4 1.1 0.9 0.7 0.7 0.8 1.3 2.3 3.1 3.0 1.7 1.0 0.7 0.5 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 0.0 0.0 0.0 0.7 0.9 0.8 0.6 0.5 0.4 0.3 0.2 0.3 1.3 3.0 2.2 0.7 0.3 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 0.0 0.0 0.0 0.0 0.0 0.2 0.3 0.3 0.3 0.2 0.2 0.1 0.1 0.1 0.2 0.5 0.4 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 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Luminaire Schedule Qty Label Arrangement Lumens Input Watts LLF BUG Rating Description 1 SL3M Single 7148 52.1 0.900 B2-U0-G2 USAL RZR-M-PLED-III-M-24LED-700mA-30K-VOLT-1-FINISH / MOUNTED TO 16FT POLE 1 SL3W Single 6637 52.1 0.900 B1-U0-G2 USAL RZR-M-PLED-III-W-24LED-700mA-30K-VOLT-1-FINISH / MOUNTED TO 16FT POLE 1 WM2 Single 3044 21.4 0.900 B1-U0-G1 USAL RZR-WM1-PLED-II-20LED-350mA-30K-VOLT-FINISH / WALL MOUNTED @ 8FT AFG TO BOF 5 WM4FT Single 8338 64.7 0.900 B2-U0-G3 USAL RZR-WM2-PLED-IV-FT-40LED-525mA-30K-VOLT-FINISH / WALL MOUNTED @ 16FT AFG TO BOF Calculation Summary Label Grid Height Avg Max Min Avg/Min Max/Min PARKING AND DRIVE LANES 0 1.72 4.9 0.2 8.60 24.50 SITE 0 0.21 4.9 0.0 N.A.N.A. JOB NAME: 328 BURNHAM STREET - SOUTH WINDSOR, CT APEX LIGHTING SOLUTIONS WORKPLANE/CALC PLANE: AT FINISH GRADE MOUNTING HEIGHT: SEE LUMINAIRE SCHEDULE APPS: DM SALES: SP SPECIFIER: DPI - DESIGN PROFESSIONALS ©···esignrofessionalsSCALE : DATE: DRAWN BY: 1"=20'-0" DM Some differences between measured values and calculated results may occur due to NOTE TO REVIEWER: Total Light Loss Factor (LLF) applied at time of design is determined by applying the Lamp Lumen Depreciation (LLD) from current lamp manufacturer's catalog, a Luminaire Dirt Depreciation Factor (LDD) based on IES recommended values and a Ballast Factor (BF) from current ballast specification sheets. Application of an incorrect Light Loss Factor (LLF) will result in forecasts of performance that will not accurately depict actual results. input data, differences will occur between measured values and calculated values. the lighting calculations. If the real environment conditions do not match the dimensions, reflectances, furniture and architectural elements significantly affect variations. Input data used to generate the attached calculations such as room measurement techniques and field conditions such as voltage and temperature tolerances in calculation methods, testing procedures, component performance, * LLF Determined Using Current Published Lamp Data For proper comparison of photometric layouts, it is essential that you insist all designers use correct Light Loss Factors. GENERAL DISCLAIMER: Calculations have been performed according to IES standards and good practice DRAWING TITLE: PROJECT TITLE: 6/9/25 328 BURNHAM STREET SOUTH WINDSOR, CT SITE LIGHTING PHOTOMETRIC CALCULATION 20-30 BEAVER ROAD, WETHERSFIELD, CT 06109 TELEPHONE 860.632.8766 / WWW.APEXLTG.COM ©···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 CURB5 Not to Scale EV CHARGING STATION LAYOUT10 Not to Scale DUMPSTER PAD SECTION1 Not to Scale DUMPSTER PAD PLAN2 Not to Scale DUMPSTER ENCLOSURE SECTION3 Not to Scale BITUMINOUS CONCRETE PAVEMENT SECTION - STANDARD6 Not to Scale CONCRETE SIDEWALK SECTION - STANDARD DUTY7 Not to Scale VINYL PRIVACY FENCE4 Not to Scale CONCRETE SIDEWALK8 Not to Scale DETECTABLE WARNING STRIP12 Not to Scale CONCRETE LIGHT POLE BASE9 Not to Scale SIDEWALK RAMP11 ©···esignrofessionalsNot to Scale TYPE A & B RIPRAP APRON3 Not to Scale HDPE FLARED END2 Not to Scale DETENTION BASIN EMERGENCY SPILLWAY4 Not to Scale REINFORCED CONCRETE PIPE END6 Not to Scale 5' WIDE STONE STRIP9 Not to Scale PRECAST CONCRETE TYPE "C" AND "C-L" CATCH BASIN7 Not to Scale STANDARD CATCH BASIN TOPS5 Not to Scale OUTLET CONTROL STRUCTURE8 Not to Scale CONCRETE BOLLARD1 ©···esignrofessionalsNot to Scale TEST PIT LOCATION DATA (TP-1)1 Not to Scale TEST PIT LOCATION DATA (TP-2)2 Not to Scale TEST PIT LOCATION DATA (TP-3)3 Not to Scale PAVED LEAK OFF6 Not to Scale SANITARY MANHOLE4 Not to Scale PREFORMED SCOUR HOLE5 Not to Scale FLARED END TRASH GUARD7 esignrofessionals©····· · · CODE ANALYSIS 1. THIS PROJECT CONSISTS OF THE FOLLOWING: 1.1. NEW CONSTRUCTION 2. 107.3.4.1 DEFERRED SUBMITTALS: 2.1 LIST: 2.1.1. WOOD TRUSS SHOP DRAWINGS 2.1.2. MECHANICAL SHOP DRAWINGS 2.1.3. ELECTRICAL SHOP DRAWINGS 2.1.4. LIGHTING SUBMITTAL 2.1.5. FIRE EXTINGUISHER SHOP DRAWINGS 2.2. DEFERRED SUBMITTALS WILL BE FORWARDED TO THE BUILDING OFFICIAL BY RUSSELL AND DAWSON INC. 2.3. WORK SHOWN ON DEFERRED SUBMITTALS SHALL NOT BE INSTALLED UNTIL APPROVED BY THE BUILDING OFFICIAL 3. USE AND OCCUPANCY CLASSIFICATION 3.1. 311.2 STORAGE GROUP S-1 3.1.1. ONLY VEHICLES WITH A GROSS WEIGHT RATING OF LESS THAN 10,000 POUNDS 3.1.2. COMPLY WITH LIMITS ON HAZARDOUS MATERIALS 4. ACCESSORY USE AREA PER 508.2 4.1. GROUP B (OFFICES) 5. CONSTRUCTION TYPE PER TABLE 601: VB 6. FULLY SPRINKLERED PER 903.3.1.1: NO 7. BUILDING HEIGHT 7.1. PROPOSED STORIES: 1 FEET: 20'-0" 7.2. ALLOWABLE IN FEET PER TABLE 504.3: 40’-0" 7.3. ALLOWABLE STORIES PER TABLE 504.4: 1'-0" 8. BUILDING AREA 8.1. PROPOSED 8.1.1. PROJECTED AREA IN SQUARE FEET: 11,999 8.2. IN SQUARE FEET PER TABLE 506.2: 9,000 8.3. FRONTAGE INCREASE PER 506.3.3: 0.75 8.4. PROJECTED AREA ALLOWABLE 15,750 9. FIRE RESISTANCE AND FIRE TESTS: SEE DETAILS 9.1. 705 EXTERIOR WALLS 9.1.1. FIRE SEPARATION DISTANCE PER TABLE 705.5 9.1.1.1. REQUIRED: 9.1.1.2. PROPOSED: 9.2. 720 INSULATION 9.2.1. 720.2 CONCEALED INSULATION: CONCEALED INSULATION SHALL HAVE A FLAME SPREAD INDEX OF NOT MORE THAN 25 & A SMOKE-DEVELOPED INDEX OF NOT MORE THAN 450. 9.2.2. 720.3 EXPOSED INSULATION: EXPOSED INSULATION SHALL HAVE A FLAME SPREAD INDEX OF NOT MORE THAN 25 & A SMOKE-DEVELOPED INDEX OF NOT MORE THAN 450. 9.2.3. 720.7 PIPE AND TUBING: INS & COVERING ON PIPE & TUBE SHALL HAVE A FLAME SPREAD INDEX OF NOT MORE THAN 25 & A SMOKE-DEVELOPED INDEX OF NOT MORE THAN 450. 10. WALL AND CEILING FINISHES PER TABLE 803.13 10.1. SEE FINISH SCHEDULE 11. AUTOMATIC SPRINKLER SYSTEM PER 903.2.9.1 11.1. REQUIRED: NO PROPOSED: NO 12. STANDPIPE SYSTEMS PER 905.3 12.1. REQUIRED: NO PROPOSED: NO 13. PORTABLE FIRE EXTINGUISHERS PER 906.1: PORTABLE FIRE EXTINGUISHERS SHALL BE SIZED AND LOCATED PER SHOP DRAWINGS SUBMITTED BY THE SUPPLIER. 14. FIRE ALARM AND DETECTION SYSTEMS PER 907.2.10: NOT REQUIRED 15. OCCUPANT LOAD PER TABLE 1004.5 USE FACTOR AREA IN SF OCCUPANTS FIRST FLOOR OFFICE 150 576 4 UTILITY/STO 300 11,423 38 TOTAL 11,999 42 16. NUMBER OF EXITS AND EXIT ACCESS DOORWAYS PER 1006 16.1. EGRESS FROM STORIES PER TABLE 1006.3.3 16.1.1. REQUIRED: 2 PROPOSED: 9 17. EXIT AND EXIT ACCESS DOORWAY CONFIGURATION PER 1007.1 17.1. 1007.1.1 ARRANGEMENT: MAX DIAGONAL/2 = MINIMUM REMOTENESS 17.1.1. SEE FLOOR PLAN 18. MEANS OF EGRESS ILLUMINATION PER 1008.1: SEE ELECTRICAL LIGHTING PLAN 18.1. 1008.2.1 ILLUMINATION LEVEL UNDER NORMAL POWER: ONE FOOT-CANDLE AT THE FLOOR REQUIRED. IF REQUESTED, PHOTOMETRIC SHOP DRAWINGS SHOWING NORMAL & EMERGENCY ILLUMINATION LEVELS WILL BE PROVIDED BY THE ELECTRICAL CONTRACTOR. 18.2. 1008.3 ILLUMINATION EMERGENCY POWER 18.3. 1008.3.4 DURATION: SEE ELECTRICAL SPECIFICATIONS 18.4. 1008.3.5 ILLUMINATION UNDER EMERGENCY POWER: SEE ELECTRICAL SPECIFICATIONS 19. ACCESSIBLE MEANS OF EGRESS 19.1. 1009.1 REQUIRED: 2 PROPOSED: 2 (SEE SITE PLAN) 20. MEANS OF EGRESS DOORS 20.1. 1010.1.1 MINIMUM CLEAR WIDTH 32" PROPOSED: SEE DOOR SCHEDULE 20.2. 1010.2 DOOR OPERATIONS PROPOSED: SEE DOOR ELEVATIONS 21. EXIT SIGNS PER 1013.1: SEE [FLOOR] ELECTRICAL LIGHTING PLAN 21.1. 1013.5 INTERNALLY ILLUMINATED EXIT SIGNS: SEE ELECTRICAL LIGHTING PLAN 21.2. 1013.6.3 POWER SOURCE: SEE ELECTRICAL SPECIFICATIONS 22. EXIT ACCESS PER 1016.2: SEE FLOOR PLANS 23. EXIT ACCESS TRAVEL PER TABLE 1017.2 23.1. MAXIMUM PERMITTED: 200 FEET PROPOSED: 195 FEET [SEE FLOOR PLAN] 24. 1018.3 25. EXIT DISCHARGE PER 1028: SEE SITE PLAN 25.1. 1028.5 ACCESS TO A PUBLIC WAY 26. ACCESSIBILITY PER 1103.1: SEE FLOOR PLAN AND DOOR DETAILS 27. NATURAL VENTILATION 27.1. ATTIC SPACES PER 1202.2: SEE ROOF DETAILS 28. MECHANICAL VENTILATION 28.1. OCCUPIED SPACES PER IMC 403.2: SEE MECHANICAL DRAWINGS 29. TEMPERATURE CONTROL PER 1203.1 29.1. REQUIRED: 68°F 36" AFF PROPOSED: SEE MECHANICAL DRAWINGS 30. ARTIFICIAL LIGHT PER 1204.3 30.1. REQUIRED: 10 FOOTCANDLES 30" ABOVE THE FLOOR 30.2. PROVIDED: SEE ELECTRICAL LIGHTING PLANS 30.2.1. IF REQUESTED, PHOTOMETRIC SHOP DRAWINGS WILL BE PROVIDED BY THE ELECTRICAL CONTRACTOR. 30.3. MINIMUM ROOM WIDTHS PER 1208.1: NA PROVIDED: SEE FLOOR PLAN 30.4. MINIMUM CEILING HEIGHT PER 1208.2: 7'-6" PROVIDED: SEE FINISH SCHEDULE 31. ATTIC ACCESS PER 1209.2 30.1. REQUIRED: 20" X 30" OPENING WHERE THE ATTIC HAS > 30" HEADROOM 30.2. PROVIDED: SEE FLOOR PLAN AND DETAIL 32. ENERGY EFFICIENCY PER 1301.1.1 32.1. ENVELOPE [X]% BETTER THAN IECC MINIMUM 33. CHAPTER 14 EXTERIOR WALLS: SEE SECTIONS AND DETAILS 34. CHAPTER 15 ROOF ASSEMBLIES AND ROOFTOP STRUCTURES: SEE ROOF PLAN & DETAILS 35. CHAPTER 16 STRUCTURAL DESIGN: SEE STRUCTURAL DRAWINGS 36. CHAPTER 17 SPECIAL INSPECTIONS AND TESTS: SEE STATEMENT OF SPECIAL INSPECTIONS 37. CHAPTER 18 SOILS AND FOUNDATIONS: SEE STRUCTURAL DRAWINGS 38. CHAPTER 19 CONCRETE: SEE STRUCTURAL DRAWINGS 39. CHAPTER 21 MASONRY: SEE STRUCTURAL DRAWINGS 40. CHAPTER 23 WOOD: SEE STRUCTURAL DRAWINGS 41. CHAPTER 24 GLASS AND GLAZING 41.1. 2406.4 HAZARDOUS LOCATIONS: SEE INTERIOR ELEVATIONS, DOOR ELEVATIONS, AND WINDOW ELEVATIONS FOR SAFETY GLAZING REQUIRED. 42. CHAPTER 25 GYPSUM BOARD AND PLASTER: SEE SPECIFICATIONS ON DRAWINGS 43. CHAPTER 27 ELECTRICAL: SEE ELECTRICAL DRAWINGS 44. CHAPTER 28 MECHANICAL SYSTEMS: SEE MECHANICAL SHOP DRAWINGS 45. CHAPTER 29 PLUMBING SYSTEMS 45.1. REQUIRED PLUMBING FIXTURES PER TABLE 2902.1: PROVIDED IN AN ADJACENT BUILDING ON THE SAME SITE 46. CHAPTER 33 SAFEGUARDS DURING CONSTRUCTION: PER SUBMITTAL BY CONTRACTORTRAVEL DISTANCE = 71'-7"49'-8" 24'-10" OFFICE #2 104 OFFICE #1 103 WAREHOUSE AREA 11672'-9 11/16"CODE NOTES 1. STANDARDS AND SPECIFICATIONS INDICATED WITHIN THE CODE ANALYSIS ARE MANDATORY TO THE CONTRACTOR. 2. WHERE THE CODE ANALYSIS INDICATES "PER SUBMITTAL", SHOP DRAWINGS, MFRS DATA SHEETS, OR OTHER DOCUMENT FROM THE CONTRACTOR SHALL SHOW COMPLIANCE WITH THE REFERENCED CODE SECTION APPLICABLE CODES 2022 CONNECTICUT STATE BUILDING CODE INTERNATIONAL CODE COUNCIL, INC. • 2021 INTERNATIONAL BUILDING CODE • 2017 A117.1 ACCESSIBLE AND USABLE BUILDINGS AND FACILITIES • 2021 INTERNATIONAL PLUMBING CODE • 2021 INTERNATIONAL MECHANICAL CODE • 2021 INTERNATIONAL ENERGY CONSERVATION CODE NATIONAL FIRE PROTECTION ASSOCIATION, INC. • 2020 NFPA 70 NATIONAL ELECTRICAL CODE ALL AS AMENDED AND ADOPTED BY THE OCTOBER 1, 2022 CONNECTICUT AMENDMENTS CONSTITUTE THE 2022 CONNECTICUT STATE BUILDING CODE. 2022 CONNECTICUT STATE FIRE SAFETY CODE INTERNATIONAL CODE COUNCIL, INC. • 2021 INTERNATIONAL FIRE CODE NATIONAL FIRE PROTECTION ASSOCIATION, INC. • 2021 NFPA 101 LIFE SAFETY CODE ALL AS AMENDED AND ADOPTED BY THE OCTOBER 1, 2022 CONNECTICUT AMENDMENTS CONSTITUTE THE 2022 CONNECTICUT STATE FIRE SAFETY CODE. 2022 CONNECTICUT STATE FIRE PREVENTION CODE NATIONAL FIRE PROTECTION ASSOCIATION, INC. • 2021 NFPA 1 FIRE CODE (INCLUDING ANNEXES A, C, AND F) AS AMENDED AND ADOPTED BY THE OCTOBER 1, 2022 CONNECTICUT AMENDMENTS CONSTITUTE THE 2022 CONNECTICUT STATE FIRE PREVENTION CODE. EXIT SIGNS TRAVEL DISTANCE NOTE: 1. MAX TRAVEL DISTANCE = 64'-10" , PERMITTED FOR SINGLE EXIT = 100'-0" EXITING PLAN LEGEND BURN H AM S T B U RNHA M ST D EM US Z M ANUF.DOLORES DRTO TAL CO M M. INCPENSKE C OLLISIO N R EPAIR PROJECT LOCATION © 2024 by Russell and Dawson INC ARCHITECTURE & ENGINEERING TEL: (860) 289-1100 FAX: (860) 289-3272 E-MAIL: info@rdaep.com RUSSELL AND DAWSON INC.1111 MAIN STREET, EAST HARTFORD CT 06108 (860) 289-1100 FILE NO. DATE: REV : 1111 Main Street, East Hartford CT 06108 24121 11/12/2024 MAINTENANCE BUILDING 328 BURNHAM ST, SOUTH WINDSOR, CT SCOPE OF WORK ARCHITECTURE-STRUCTURE-MEP RUSSELL & DAWSON, INC 1111 MAIN STREET, EAST HARTFORD CT 06108 PHONE: (860) 289-1100 FAX: (860) 289-3272 www.russellanddawson.com LIST OF PROFESSIONALS OWNER TYLER MANEELEY TSM SERVICES LLC 326 QUARRY BROOK DRIVE SOUTH WINDSOR, CT 06074 N.T.S. PERSPECTIVE VIEW NEW 1-STORY 12,000 SQ. FT. WOOD CONSTRUCTION STORAGE / WAREHOUSE BUILDING. LIST OF SHEETS SHEET NO.SHEET NAME Project Issue Date Current Revision Current Revision Date G-0 COVER SHEET 11/12/2024 A-1 FLOOR PLAN & WALL TYPES 11/12/2024 2 06/06/2025 A-2 REFLECTED CEILING PLAN & ROOF PLAN 11/12/2024 1 06/06/2025 A-3 ELEVATION, SECTION AND ENLARGED SECTION 11/12/2024 2 06/06/2025 A-4 DOOR & WINDOW SCHEDULES AND DETAILS 11/12/2024 A-5 SECTION & ENLARGED DETAILS 11/12/2024 S-0 STRUCTURAL NOTES 11/12/2024 S-1 FOUNDATION PLAN AND DETAILS 11/12/2024 S-2 ROOF FRAMING PLANS AND DETAILS 11/12/2024 S-3 FRAMING DETAILS 11/12/2024 N.T.S. FIRST FLOOR LIFE SAFETY PLAN N.T.S. PROJECT LOCATION N 06/06/2025 1 B A A-3 1 A-3 2 A-3 3 A-34 D1 D3D3 P1 D1 D3 D1 D3 D1 E1 1'-1 7/8"4'-1 7/8"3'-8"3'-8 1/8"12'-0"5'-5 7/8"3'-8"3'-8 1/8"12'-0"5'-5 7/8"3'-8"3'-8 1/8"12'-0"5'-5 7/8"3'-8"3'-8 1/8"12'-0"5'-5 7/8"3'-8"3'-8 1/8"12'-0"7'-5 3/4"12'-0"5'-5 7/8"3'-8"3'-8 1/8"12'-0"5'-5 7/8"3'-8"3'-8 1/8"12'-0"5'-5 7/8"3'-8"3'-8 1/8"12'-0"5'-1 7/8"3'-8" 2'-8 1/8" 8 3/4" 98'-11 1/8" 5 A-3 6 A-3 D3 D3 D3 D3 D3 D1 D1 D1 D154'-6 3/8"E1 21'-0"21'-0"12'-11"P1 P1 P1 P1 D4D4 271 SF OFFICE #2 104 271 SF OFFICE #1 103 52'-7"D1 11186 SF WAREHOUSE AREA 116 2 228'-2 1/2" 1 A-5 E2 E2 39'-5"230'-1 7/8" E2 E1 6'-8 7/8"3'-0" E Q3'-0" E Q3'-0"EQ.3'-0"6'-8 3/8"6 5/8"135 SF MECH. 137 75 SF ELEC. 136D2 D2 5'-0"9'-0"W1 W1 W1 W1 15'-0" E2 E2 E2DS DS DS9'-1 13/16"3'-0"EQ3'-0"EQ3'-0"6'-8 3/8"6 5/8"W1 W1 W1 DSDS P1 PARTITION WALL SCALE: 1 1/2" = 1'-0" 4 1/2" 1/2" PLYWOOD 2X4 WOOD STUD @16" O.C. 1/2"3 1/2"1/2" SOUND BATT INSULATION 5/8" MOISTURE RESISTANT GYP. BD 2X8 WOOD STUD @ 16" O.C. R-21 INSULATION KRAFT FACE. INTERIOR EXTERIOR 3 5/8" BRICK 2" AIR SPACE R5 - TYVEK THERMAWRAP E1 EXTERIOR WALL SCALE: 1 1/2" = 1'-0" 4" VINYL SIDING R - 5 TYVEK THERMAWRAP 2X8 WOOD STUD @ 16" O.C. R-21 INSULATION KRAFT FACE 5/8" MOISTURE RESISTANT GYP. BD E2 EXTERIOR WALL SCALE: 1 1/2" = 1'-0" OSB BOARD INTERIOR EXTERIOR OSB BOARD 1'-2 1/2" 5/8"7 1/4" 1/2"1/2" 2"3 5/8"5/8"7 1/4" 1/2" 1/2" 8 7/8" METAL TIE SYMBOL LEGEND NEW WALL NEW DOOR. FOR DOOR SCHEDULE SEE SHEET A-4 WALL TYPES REFER TO SHEETS A-1W # NEW WINDOWS. FOR WINDOW SCHEDULE SEE SHEET A-4 ROOM NAME & NUMBER ROOM NAME .DIMENSION TAKEN TO GRIDLINE (CENTER TO CENTER) .DIMENSION TAKEN FROM FACE OF FINISH TO FACE OF FINISH NTHIS DOCUMENT, THE IDEASAND DESIGNS INCORPORATED THEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICES, IS THE PROPERTY OF RUSSELL AND DAWSON INC, AND MAY NOT BE USED, IN WHOLE OR IN PART, FOR ANY OTHER PROJECT OR BY ANY OTHER PERSON OR CORPORATION OTHER THAN THAT NAMED HEREON WITHOUT THE WRITTEN AUTHORIZATION OF RUSSELL AND DAWSON INC. ANY SUCH UNAUTHORIZED USE WILL BE SOLELY AT THE USER'S RISK AND RUSSELL AND DAWSON LLC WILL BEAR NO RESPONSIBILITY ARISING OUT OF SUCH USE.Rev.: 18.00SHEET NUMBER:SHEET TITLE:FILE NO:DATE:DRAWN BY:CHECKED BY:STAMP:PROJECT:ARCHITECTURE & ENGINEERING1111 Main Street, East Hartford CT 06108TEL: (860) 289-1100 FAX: (860) 289-3272 E-MAIL: info@rdaep.comRUSSELL AND DAWSON INC.SCALE:AS NOTED© 2023 by Russell and Dawson Inc.6/6/2025 9:01:50 PMMAINTENANCE BUILDINGA-1FLOOR PLAN & WALLTYPES24121KMBJXM11/12/2024328 BURNHAM ST, SOUTH WINDSOR, CT1/8" = 1'-0"A-1 1 FLOOR PLAN REVISIONSNO. DESCRIPTION DATE BY1 GENERAL REVISION 06/03/2025 KMB2 GENERAL REVISION 06/06/2025 KMB 1 2 2 2 1 B A 3" / 1'-0"9" / 1'-0"9" / 1'-0"3" / 1'-0"D.S.D.S.D.S. 2 D.S. D.S. 1 B A GYP. BD ON UNDERSIDE OF TRUSS OFFICE #2 104 OFFICE #1 103 WAREHOUSE AREA 116 2 GYP. BD ON UNDERSIDE OF TRUSS NTHIS DOCUMENT, THE IDEASAND DESIGNS INCORPORATED THEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICES, IS THE PROPERTY OF RUSSELL AND DAWSON INC, AND MAY NOT BE USED, IN WHOLE OR IN PART, FOR ANY OTHER PROJECT OR BY ANY OTHER PERSON OR CORPORATION OTHER THAN THAT NAMED HEREON WITHOUT THE WRITTEN AUTHORIZATION OF RUSSELL AND DAWSON INC. ANY SUCH UNAUTHORIZED USE WILL BE SOLELY AT THE USER'S RISK AND RUSSELL AND DAWSON LLC WILL BEAR NO RESPONSIBILITY ARISING OUT OF SUCH USE.Rev.: 18.00SHEET NUMBER:SHEET TITLE:FILE NO:DATE:DRAWN BY:CHECKED BY:STAMP:PROJECT:ARCHITECTURE & ENGINEERING1111 Main Street, East Hartford CT 06108TEL: (860) 289-1100 FAX: (860) 289-3272 E-MAIL: info@rdaep.comRUSSELL AND DAWSON INC.SCALE:AS NOTED© 2023 by Russell and Dawson Inc.6/6/2025 9:01:50 PMMAINTENANCE BUILDINGA-2REFLECTED CEILINGPLAN & ROOF PLAN24121KMBJXM11/12/2024328 BURNHAM ST, SOUTH WINDSOR, CT1/8" = 1'-0"A-2 2 ROOF PLAN 1/8" = 1'-0"A-2 1 REFLECTED CEILING PLAN REVISIONSNO. DESCRIPTION DATE BY1 GENERAL REVISION 06/06/2025 KMB 1 1 1 ROOF 16' -0" FIRST FLOOR 0' -0" RIDGE LINE 23' -8 3/4" 9" 1'-0" 9" 1'-0"23'-8 3/4"D3 D3 D3 D3 D3 D1 D1 D1 D1 D1 3" / 1'-0"7'-8 3/4"16'-0"E1 E2 E3 E3 FINISH GRADE D3 D3 D3 D3 D1 D1 D1 D1 E3 E3 E3 E3E3 E3E3 E3 ROOF 16' -0" FIRST FLOOR 0' -0" RIDGE LINE 23' -8 3/4"3" / 1'-0"9" 1'-0" 9" 1'-0"16'-0"7'-8 3/4"E2 E1 23'-8 3/4"FINISH GRADE ROOF 16' -0" FIRST FLOOR 0' -0" B RIDGE LINE 23' -8 3/4" A 23'-8 3/4"3" 1'-0" 3" 1'-0"7'-8 3/4"16'-0"E1 E2 E3FINISH GRADE D2 D2 E3 W1 W1 W1 ROOF 16' -0" FIRST FLOOR 0' -0" B RIDGE LINE 23' -8 3/4" A 23'-8 3/4"3" 1'-0" 3" 1'-0"7'-8 3/4"16'-0"E1 E2 FINISH GRADE W1 W1 W1 W1 ARCHITECTURAL ASPHALT SHINGLES : PER SAMPLE TAG MATERIAL LEGEND E1 5" SIDING : PER SAMPLEE2 QUICK - BRIK : PER SAMPLEE3 ROOF 16' -0" FIRST FLOOR 0' -0" A-4 6 A-4 7 A-4 1 SEE STRUCTURAL DRAWINGS FOR DETAILS SLAB ON GRADE 16'-0"ROOF ASSEMBLY: - 3 TAB ASPHALT SHINGLES - 15# FELT PAPER - ICE & WATER SHIELD TO 3'-0" INSIDE TREATED BUILDING - 3/4" TONGUE & GROOVE PLYWOOD DECK - WOOD TRUSS REFER STRUCTURAL DRAWINGS FOR ROOF DETAILS GUTTER 1"2 ROOF 16' -0" FIRST FLOOR 0' -0" B RIDGE LINE 23' -8 3/4" A A-3 7 SEE STRUC. DWGS FOR TRUSS DESIGN 7'-8 3/4"16'-0"23'-8 3/4"RIDGE CAP TRUSS DESIGN BY OTHERS THIS DOCUMENT, THE IDEASAND DESIGNS INCORPORATED THEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICES, IS THE PROPERTY OF RUSSELL AND DAWSON INC, AND MAY NOT BE USED, IN WHOLE OR IN PART, FOR ANY OTHER PROJECT OR BY ANY OTHER PERSON OR CORPORATION OTHER THAN THAT NAMED HEREON WITHOUT THE WRITTEN AUTHORIZATION OF RUSSELL AND DAWSON INC. ANY SUCH UNAUTHORIZED USE WILL BE SOLELY AT THE USER'S RISK AND RUSSELL AND DAWSON LLC WILL BEAR NO RESPONSIBILITY ARISING OUT OF SUCH USE.Rev.: 18.00SHEET NUMBER:SHEET TITLE:FILE NO:DATE:DRAWN BY:CHECKED BY:STAMP:PROJECT:ARCHITECTURE & ENGINEERING1111 Main Street, East Hartford CT 06108TEL: (860) 289-1100 FAX: (860) 289-3272 E-MAIL: info@rdaep.comRUSSELL AND DAWSON INC.SCALE:AS NOTED© 2023 by Russell and Dawson Inc.6/6/2025 9:01:51 PMMAINTENANCE BUILDINGA-3ELEVATION, SECTION ANDENLARGED SECTION24121KMBJXM11/12/2024328 BURNHAM ST, SOUTH WINDSOR, CT1/8" = 1'-0"A-3 1 FRONT ELEVATION 1/8" = 1'-0"A-3 2 REAR ELEVATION 1/8" = 1'-0"A-3 3 LEFT ELEVATION 1/8" = 1'-0"A-3 4 RIGHT ELEVATION 1/2" = 1'-0"A-3 5 ENLARGED SECTION 1/8" = 1'-0"A-3 6 SECTION 1" = 1'-0"A-3 7 TYPICAL RIDGE VENT DETAIL REVISIONSNO. DESCRIPTION DATE BY1 GENERAL REVISION 06/03/2025 KMB2 GENERAL REVISION 06/06/2025 KMB 1 1 1 2 2 2 SCHEDULE PER PER SCHEDULEA INS. HM PER SCHEDULE OVERHEAD DOOR 2"2"4"DOOR TYPES B F1 INSULATED METAL FRAME TYPESPER SCHEDULEPER SCHEDULE PER SCHEDULESCHEDULE PER PER SCHEDULEC HM PRECAST SILL METAL FLASHING 4" VINYL SIDING SHIM FACE FASTENER SEE SCHEDULE5' - 0"3' - 0" WINDOW TYPE J3 S3 H3 W1 PERIMETER MAN DOORS TO BE INSULATED HOLLOW METAL DOORS WITH HOLLOW METAL FRAMES, WEATHERSTRIP & EXTERIOR KEY LOCK. NOTES OVERHEAD DOOR TO BE INSULATED HOLLOW METAL, WITH WEATHERSTRIPPING, LATCH AND LOCK SELECTION BY OWNER. DOOR HARDWARE SELECTION BY OWNER. 1. ALUMINUM FRAMED 5'-0" X 3'-0" WINDOW WITH 1" LOW E INSULATED GLASS. NOTES THERMAL BREAK ALUMINUM THRESHOLD THERMAL BREAK SHIM (2) 2 X 6 BLOCKING DOOR SEAL OVERHEAD DOOR BITUMINOUS PAVING VINYL WEATHER SEAL BEYOND 5/8" TYPE "X" GYP. BD. (RETURN AT CORNER TO DOOR FRAME) ROD & SEAL PERIMETER (BOTH SIDES OF DOOR) METAL FLASHING 4" VINYL SIDING R-5 TYVEK THERMAWRAP R-21 INSULATION KRAFT FACE 2X8 WOOD STUD @ 16" O.C. OSB BOARD FIRST FLOOR 0' -0" SLAB ON GRADE FINISH GRADE 8"REFER STRUCTURAL DRAWINGS FOR DETAILS 5/8" TYPE "X" GYP. BD. (RETURN AT CORNER TO DOOR FRAME) ROD & SEAL PERIMETER (BOTH SIDES OF DOOR) METAL FLASHING 4" VINYL SIDING R-5 TYVEK THERMAWRAP R-21 INSULATION KRAFT FACE 2X8 WOOD STUD @ 16" O.C. OSB BOARD DRIP FLASHING SHIM 5/8" TYPE "X" GYP. BD. (RETURN AT CORNER TO DOOR FRAME) FACE FASTENER 5/8" TYPE "X" GYP. BD. (RETURN AT CORNER TO DOOR FRAME) ROD & SEAL PERIMETER (BOTH SIDES OF DOOR) METAL FLASHING R-5 TYVEK THERMAWRAP R-21 INSULATION KRAFT FACE 2X8 WOOD STUD @ 16" O.C. OSB BOARD 3 5/8" BRICK 2" AIR SPACE ROOF 16' -0" 2 5/8" GYPSUM BOARD 1/2" RESILIENT CHANNEL VENTED VINYL SOFFIT 4" VINYL SIDING 3X5 GUTTER ROOF ASSEMBLY: - 3 TAB ASPHALT SHINGLES - 15# FELT PAPER - ICE & WATER SHIELD TO 3'-0" - INSIDE TREATED BUILDING - 3/4" TOUNGE & GROOVE PLYWOOD DECK - WOOD TRUSS PRE ENGINEERED ROOF TRUSS SEE STRUCTURAL FOR BRACING INFORMATION 2'-0" BAFFLE VENT R-49 ATTIC INSULATION DRIP FLASHING UNDERNEATH ICE SHIELD R-5 TYVEK THERMAWRAP METAL FLASHING 4" VINYL SIDING OSB BOARD OUTSIDE INSIDE OVERHEAD DOOR R-21 INSULATION KRAFT FACE 2X8 WOOD STUD @ 16" O.C.5/8" GYP. BD. SILL PAN FLASHING SHIM 5/8" TYPE "X" GYP. BD. (RETURN AT CORNER TO DOOR FRAME) FACE FASTENER 4" VINYL SIDING THIS DOCUMENT, THE IDEASAND DESIGNS INCORPORATED THEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICES, IS THE PROPERTY OF RUSSELL AND DAWSON INC, AND MAY NOT BE USED, IN WHOLE OR IN PART, FOR ANY OTHER PROJECT OR BY ANY OTHER PERSON OR CORPORATION OTHER THAN THAT NAMED HEREON WITHOUT THE WRITTEN AUTHORIZATION OF RUSSELL AND DAWSON INC. ANY SUCH UNAUTHORIZED USE WILL BE SOLELY AT THE USER'S RISK AND RUSSELL AND DAWSON LLC WILL BEAR NO RESPONSIBILITY ARISING OUT OF SUCH USE.Rev.: 18.00SHEET NUMBER:SHEET TITLE:FILE NO:DATE:DRAWN BY:CHECKED BY:STAMP:PROJECT:ARCHITECTURE & ENGINEERING1111 Main Street, East Hartford CT 06108TEL: (860) 289-1100 FAX: (860) 289-3272 E-MAIL: info@rdaep.comRUSSELL AND DAWSON INC.SCALE:AS NOTED© 2023 by Russell and Dawson Inc.6/6/2025 9:01:53 PMMAINTENANCE BUILDINGA-4DOOR & WINDOWSCHEDULES AND DETAILS24121KMBJXM11/12/2024328 BURNHAM ST, SOUTH WINDSOR, CTWINDOW SCHEDULE MARK WIDTH HEIGHT SILL HEIGHT HEAD HEIGHT W1 6' - 6" 5' - 0" 9' - 0" 14' - 0" 3" = 1'-0"A-4 8 WINDOW JAMB DETAIL - J3 1 1/2" = 1'-0"A-4 4 DOORS SILL @ ADA ENTRY 1 1/2" = 1'-0"A-4 5 GARAGE DOOR @ SILL 3" = 1'-0"A-4 H1 HEAD 1 - DETAIL @ EXT. DOOR - H1 1 1/2" = 1'-0"A-4 6 PRECAST SILL DETAIL 1 1/2" = 1'-0"A-4 7 WALL BASE DETAIL 3" = 1'-0"A-4 J1 JAMB 1 - DETAIL @ EXT. DOOR - J1 3" = 1'-0"A-4 12 WINDOW HEAD DETAIL @ SIDING H3 3" = 1'-0"A-4 J2 JAMB 2 - DETAIL @ EXT. DOOR -J2 1 1/2" = 1'-0"A-4 1 EAVE DETAILS 3" = 1'-0"A-4 9 OVERHEAD DOORS -H2/J2 3" = 1'-0"A-4 2 WINDOW SILL DETAIL - S3 DOOR SCHEDULE TYPE MARK DOOR FRAME WIDTH HEIGHT THICK. MATERIAL FINISH TYPE TYPE HEAD JAMB MATERIAL FINISH D1 3' - 8" 7' - 0" 0' 1 3/4" INS. HM PAINT A F1 H1 J1 HM PAINT D2 3' - 4" 7' - 0" 0' 1 3/4" INS. HM PAINT A F1 H1 J1 HM PAINT D3 12' - 0" 14' - 0" 0' 1 3/4" INS. HM PAINT B BY MANF. H2 J2 HM PAINT D4 3' - 0" 7' - 0" 0' 1 3/4" HM PAINT C F1 H1 J2 HM PAINT REVISIONSNO. DESCRIPTION DATE BY ROOF 16' -0" 1 5/8" GYPSUM BOARD 1/2" RESILIENT CHANNELVENTED VINYL SOFFIT 4" VINYL SIDING 3X5 GUTTER ROOF ASSEMBLY: - 3 TAB ASPHALT SHINGLES - 15# FELT PAPER - ICE & WATER SHIELD TO 3'-0" - INSIDE TREATED BUILDING - 3/4" TOUNGE & GROOVE PLYWOOD DECK - WOOD TRUSS PRE ENGINEERED ROOF TRUSS SEE STRUCTURAL FOR BRACING INFORMATION 2'-0" BAFFLE VENT R-49 ATTIC INSULATION DRIP FLASHING UNDERNEATH ICE SHIELD PRECAST SILL FLASHING WITH DRIP EDGE GALV. METAL FLASHING E2 E1 FIRST FLOOR 0' -0" SLAB ON GRADE FINISH GRADE 8"FLASHING FULL COLLAR JOINT METAL TIE 3-5/8" BRICK 2" AIR SPACE REFER STRUCTURAL DRAWINGS FOR DETAILS ROOF 16' -0" FIRST FLOOR 0' -0" 1 ROOF ASSEMBLY: - 3 TAB ASPHALT SHINGLES - 15# FELT PAPER - ICE & WATER SHIELD TO 3'-0" INSIDE TREATED BUILDING - 3/4" TONGUE & GROOVE PLYWOOD DECK - WOOD TRUSS REFER STRUCTURAL DRAWINGS FOR ROOF DETAILS GUTTER 1"16'-0"SLAB ON GRADE SEE STRUCTURAL DRAWINGS FOR DETAILS A-5 3 A-5 4 A-5 2 1/2" = 1'-0"A-5 1 ENLARGED SECTION THIS DOCUMENT, THE IDEASAND DESIGNS INCORPORATED THEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICES, IS THE PROPERTY OF RUSSELL AND DAWSON INC, AND MAY NOT BE USED, IN WHOLE OR IN PART, FOR ANY OTHER PROJECT OR BY ANY OTHER PERSON OR CORPORATION OTHER THAN THAT NAMED HEREON WITHOUT THE WRITTEN AUTHORIZATION OF RUSSELL AND DAWSON INC. ANY SUCH UNAUTHORIZED USE WILL BE SOLELY AT THE USER'S RISK AND RUSSELL AND DAWSON LLC WILL BEAR NO RESPONSIBILITY ARISING OUT OF SUCH USE.Rev.: 18.00SHEET NUMBER:SHEET TITLE:FILE NO:DATE:DRAWN BY:CHECKED BY:STAMP:PROJECT:ARCHITECTURE & ENGINEERING1111 Main Street, East Hartford CT 06108TEL: (860) 289-1100 FAX: (860) 289-3272 E-MAIL: info@rdaep.comRUSSELL AND DAWSON INC.SCALE:AS NOTED© 2023 by Russell and Dawson Inc.6/6/2025 9:01:54 PMMAINTENANCE BUILDINGA-5SECTION & ENLARGEDDETAILS24121KMBJXM11/12/2024328 BURNHAM ST, SOUTH WINDSOR, CTREVISIONSNO. DESCRIPTION DATE BY 1 1/2" = 1'-0"A-5 2 EAVE DETAILS 1 1/2" = 1'-0"A-5 3 PRECAST SILL DETAIL 1 1/2" = 1'-0"A-5 4 WALL BASE DETAIL Stormwater Management Report 328 Burnham LLC 328 Burnham Street South Windsor, CT Prepared for: Mr. Tyler Maneeley 326 Quarry Brook Drive South Windsor, CT Prepared by: Design Professionals, Inc. 58 Connecticut Avenue, Suite H South Windsor, CT April 1, 2025 Revised to: April 30, 2025 Table of Contents Section Page Introduction 1 Pre-Development Site Conditions 1 Post-Development Site Conditions 2 Analysis of Results 3 Water Quality 3 Storm Sewer Collection System 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 Precipitation Data E Water Quality Calculations Water Quality Volume Water Quality Basin and Forebay Stage Storage Results F Pipe Flow Calculations G Drainage Area Maps Existing Drainage Map Proposed Drainage Map 1 Introduction The proprietor of the lot located at 328 Burnham Street, South Windsor as identified on the Town of South Windsor Property Listing Report as Parcel 6-21 (GIS Pin: 15600328) is proposing redevelopment of the existing 1.69± acre parcel. This redevelopment includes the construction of a 12,411± sqft multi-use industrial/manufacturing building with nine (9) large exterior garage spaces and twenty (20) car parking spaces. Associated site improvements will include landscaped areas, concrete walks, updated site lighting as required, EV and accessible parking spaces, paved leak-offs and stormwater best management practices (BMP’s). Of the 1.69± acre parcel, the total area of the disturbance for the redevelopment plan is estimated at 1.34± acres. This includes 335± sqft of wetland disturbance and 1.27± acres of upland disturbance. For further details, please refer to the plans entitled “328 Burnham LLC ~ 328 Burnham Street ~ South Windsor, CT” prepared by Design Professionals, Inc. and dated April 1, 2025 as amended. Pre-Development Site Conditions The existing site is located in the Industrial (I) Zone as a residential use property, accessed directly from Burnham Street which abuts the Southern property line. It includes a 1,700± sqft three-bedroom dwelling with an annexed garage, bituminous drive, lawn, and concrete walks all located within the Southeastern quadrant of the parcel. In terms of landcover, the existing site is predominantly mixed forests which account for approximately 56% of the total cover, concentrated around the Western, Northern and Northeastern boundaries. Grassy areas account for approximately 39% of the site to the West of the existing dwelling unit. This area is slated for the bulk of the proposed redevelopment. Impervious surfaces make up the remaining ±5% of the landcover. This includes the dwelling, bituminous walk and other miscellaneous surfaces. Soil Types B/D, & C were identified on site based on the Natural Resources Conservation Service (NRCS) Hydrologic Soil Group (HSG) mapping. Refer to Appendix C for The NRCS Soil Maps & Data. Review of the existing topography revealed that stormwater runoff flows off site at each property boundary (Northern, Southern, Eastern and Western). As such, three (3) Design Point were identified. Design Point 1 (DP1) considered the stormwater flow that would leave the site across the Northern and Western property boundaries. Design Point 2 (DP2) considers the flow to Burnham Street (Southern property boundary) and Design Point 3 (DP3) considers the flow to the Eastern property boundary. Analysis of the existing drainage patterns indicated several watershed areas as identified in the Existing Drainage Map enclosed in Appendix G. For Pre-Development Drainage HydroCAD Report data refer to Appendix A. 2 Two wetland areas are identified on the map; an encroaching wetland across the Northern property boundary and a downgradient wetland pocket near the Southern property boundary. The relief of the site is relatively flat with several notable crests and depressions that influence stormwater runoff. A small peak to the North of the existing dwelling directs flow across the Northern property boundary and a mild ridge identified to the Northwest of the dwelling was found to promote runoff across the Western property boundary (DP1). All runoff collected in the northern wetland pocket, including an extensive offsite upgradient drainage area, is currently conveyed to the southern wetland pocket via a 15” corrugated plastic pipe (CPP). All flow collected in the southern wetland is directed to the stormwater conveyance system in Burnham Street (DP2) via a 30” reinforced concrete pipe (RCP). Runoff from the existing driveway was determined to flow east toward the eastern property boundary (DP3). An evaluation of the existing stormwater discharge at each design point was performed, utilizing the NRCS’s TR-55 method to predict the peak rates of runoff and volumes. Peak rates of stormwater runoff discharging to the design point were evaluated for the 2-, 10-, 25-, 50- and 100-year storm events. NOAA Atlas 14 precipitation data was obtained to determine precipitation depths for each rain event. The NOAA Type D rainfall distribution was used for modeling design storms as recommended in the 2024 Connecticut Stormwater Manual. NOAA Atlas 14 precipitation data for the site is included as Appendix D. Post Development Site Conditions The proposed redevelopment will include the clearing of 1.34± acres of existing vegetation to facilitate the construction of a 12,411± sqft multi-use industrial/manufacturing building, complete with nine (9) large exterior garage spaces, and twenty (20) car parking spaces which includes two (2) EV spaces. In terms of stormwater BMP’s, water quality basins and a drainage depression are proposed with the addition of supplementary pipe networks and structures to convey and treat stormwater runoff to the Southern wetland pocket. A water quality basin (WQB2) is proposed to span the open space in the Northwestern corner of the property. It is designed to intercept stormwater runoff to the Northern property boundary and convey runoff from the Western half of the proposed roof area to the Northern wetland pocket. The basin is graded to direct runoff to the proposed riprap scour hole inlet protection for a new 24” RCP (proposed to replace the existing 15” CPP that drains the Northern wetland pocket). To minimize interruption of offsite upland flow, a drainage depression (DD1) is proposed to accept the flow from the new 24” RCP and offsite flow crossing the Eastern property boundary. Collected runoff from this depression will discharge to a proposed 24” HDPE pipe which connects to the stormwater management system. In the event of ponding, the depression was modelled to overflow into the adjacent water quality basin (WQB1), over a riprap spillway. This water quality basin (WQB1) is responsible for the treatment of stormwater runoff from the impervious bituminous parking areas and drive aisles. Overland flow from proposed paved areas on site is graded to promote sheet flow over the stone strip and a paved leak off, into the forebay 3 area of the water quality basin (WQB1). This basin is proposed to discharge to the inlet location of the southern wetland pocket via a 24” HDPE pipe and riprap spillway. To comply with the water quality regulations, the determined water quality volume for both water quality basins were sized as recommended in the 2024 Connecticut Stormwater Manual (see Water Quality Section). The Proposed Drainage Map for the site is enclosed in Appendix G. For Post-Development Drainage HydroCAD Reports refer to Appendix B. Analysis of Results The pre-development and post-development conditions were analyzed using HydroCAD modeling software using National Resource Conservation Service (NRCS) hydrology methods. The locations identified as points of interest for assessing stormwater runoff discharge rates were modeled to compare existing and proposed site conditions. The following table contains the data generated from the HydroCAD software: Reach (cfs) 2-year 10-year 25-year 50-year 100-year DP#1 – Flow to Northern/Western Boundary Pre 0.11 0.28 0.41 0.50 0.61 Post 0.10 0.26 0.37 0.45 0.54 DP#2 – Flow to Burnham Street Pre 3.68 9.36 13.36 16.47 19.97 Post 3.60 9.06 12.92 15.91 19.26 DP#3 – Flow to Eastern Property Boundary Pre 0.13 0.25 0.33 0.38 0.44 Post 0.13 0.25 0.33 0.38 0.44 As reflected in the table above, the project will result in proposed peak runoff rates equal to or less than peak runoff rates of the existing condition for all five design storms considered. Stormwater Management Standard 2 of the 2024 Connecticut Stormwater Quality Manual requires a 50% reduction of the peak flow rate for a 2-yr 24hr storm. This requirement can be waived if there is less than 1 acre of Directly Connected Impervious Areas (DCIA). The impervious area draining to the proposed water quality basins was determined to be 0.83± acres including the building roof, proposed pavement areas, and a portion of the existing house roof area that would drain to them. The total impervious area for the site was determined to be 0.86+ acres considering the remaining portion of the existing roof area not draining to the basin, walkways, and driveway to remain. The area draining to the water quality basins was determined to be less than 1 acre and as such, would allow for the 50% reduction to the 2-yr storm flow to be waived. 4 Water Quality In accordance with Stormwater Management Standard 1 of the 2024 Connecticut Stormwater Quality Manual, the proposed water quality basins were designed to detain the determined water quality volume for the areas contributing to it. Water Quality Basin 1 (WQB1) will treat stormwater runoff from the proposed pavement area and eastern half of the building roof. Water Quality Basin 2 (WQB2) will treat stormwater runoff from the western half of the building roof. WQB1 was designed with a forebay sized to retain 10% of the determined water quality volume for pre-treatment of runoff to the basin since it will accept runoff from pavement surfaces. No forebay is proposed for WQB2 as it will only accept runoff from the proposed building roof area. The required water quality volumes and basin volumes provided are as follows: - WQB1 o Required WQV = 3,178.40 CFT o Forebay Volume = 790.50 CFT (24.9% WQV) o Wet Pool Volume = 3,122.62 CFT o Total WQV Provided = 3,913.12 CFT - WQB2 o Required WQV = 680.43 CFT o Total WQV Provided = 2,042.19 CFT Water Quality Volume calculations and stage storage results for the basin and forebays are included in Appendix E. Stormwater Management Standard 1 also requires the determined water quality volume be retained onsite. DPI conducted three (3) test pits onsite on May 21, 2024. Test pit results indicated that seasonal high groundwater was ~2.5’+ below existing grade for each of the test pits conducted. This shallow groundwater condition made it difficult to provide the required 3’ of vertical separation needed to take credit for retention of the WQV on site. With this, treatment of the determined WQV was considered as an alternative to retaining the WQV, as allowed when onsite ground water conditions prevent retention. The proposed site plan includes an erosion and sedimentation (E&S) control plan conforming to the 2024 Connecticut Guidelines for Soil Erosion and Sediment Control. Silt fencing, temporary sediment basin, stockpiles areas, and other E&S measures are proposed to control residual sediment from construction activities. Refer to the site plan entitled “328 Burnham LLC ~ 328 Burnham Street ~ South Windsor, CT” prepared by Design Professionals, Inc. and dated April 1st, 2025 as amended for erosion control plans, construction sequence, and post-construction stormwater maintenance requirements. The enclosed plans were developed to meet Stormwater Management Standards 3 through 5. Storm Sewer Collection System The proposed 24” RCP under the parking area was sized to convey the 10-yr and 25-yr storm events as required in Standard 2 of the 2024 Connecticut Stormwater Quality Manual and the 5 Connecticut Department of Transportation’s Drainage Manual for culvert crossings conveying a drainage area of less than one (1) square mile. See Appendix F for peak flows from offsite and onsite areas and pipe flow capacity calculations considered for sizing of this pipe. 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 existing stormwater conditions. APPENDIX A (Pre-Development Drainage HydroCAD Report) EXISTING Northern/Western Property Boundary Burnham Street Eastern Property Boundary DP1 DP2 DP3 E1 E1 E2 E2 E3 E3 E4 E4 E5 E5 (DP3) E6 E6 DP1 DP1 DP2 DP2 Routing Diagram for 5248 - Drainage Analysis Prepared by Design Professionals, Inc. , Printed 4/30/2025 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.08"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=6,364 sf 0.00% Impervious Runoff Depth=0.86"Subcatchment E1: E1 Flow Length=57' Slope=0.0040 '/' Tc=17.7 min CN=72 Runoff=0.09 cfs 0.010 af Runoff Area=40,757 sf 3.00% Impervious Runoff Depth=0.91"Subcatchment E2: E2 Flow Length=308' Tc=17.9 min CN=73 Runoff=0.63 cfs 0.071 af Runoff Area=1,330 sf 0.00% Impervious Runoff Depth=0.76"Subcatchment E3: E3 Flow Length=58' Slope=0.0265 '/' Tc=22.0 min CN=70 Runoff=0.01 cfs 0.002 af Runoff Area=7,569 sf 3.57% Impervious Runoff Depth=0.91"Subcatchment E4: E4 Flow Length=146' Tc=8.2 min CN=73 Runoff=0.16 cfs 0.013 af Runoff Area=3,350 sf 56.39% Impervious Runoff Depth=1.73"Subcatchment E5: E5 (DP3) Flow Length=112' Tc=9.8 min CN=86 Runoff=0.13 cfs 0.011 af Runoff Area=1,188,055 sf 14.01% Impervious Runoff Depth=0.91"Subcatchment E6: E6 Flow Length=2,013' Tc=270.8 min CN=73 Runoff=3.63 cfs 2.061 af Inflow=0.11 cfs 0.012 afLink DP1: DP1 Primary=0.11 cfs 0.012 af Inflow=3.68 cfs 2.145 afLink DP2: DP2 Primary=3.68 cfs 2.145 af Total Runoff Area = 28.637 ac Runoff Volume = 2.169 af Average Runoff Depth = 0.91" 86.39% Pervious = 24.739 ac 13.61% Impervious = 3.898 ac Existing Conditions NOAA 24-hr D 10-yr Rainfall=4.88"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=6,364 sf 0.00% Impervious Runoff Depth=2.11"Subcatchment E1: E1 Flow Length=57' Slope=0.0040 '/' Tc=17.7 min CN=72 Runoff=0.24 cfs 0.026 af Runoff Area=40,757 sf 3.00% Impervious Runoff Depth=2.19"Subcatchment E2: E2 Flow Length=308' Tc=17.9 min CN=73 Runoff=1.61 cfs 0.171 af Runoff Area=1,330 sf 0.00% Impervious Runoff Depth=1.95"Subcatchment E3: E3 Flow Length=58' Slope=0.0265 '/' Tc=22.0 min CN=70 Runoff=0.04 cfs 0.005 af Runoff Area=7,569 sf 3.57% Impervious Runoff Depth=2.19"Subcatchment E4: E4 Flow Length=146' Tc=8.2 min CN=73 Runoff=0.40 cfs 0.032 af Runoff Area=3,350 sf 56.39% Impervious Runoff Depth=3.36"Subcatchment E5: E5 (DP3) Flow Length=112' Tc=9.8 min CN=86 Runoff=0.25 cfs 0.022 af Runoff Area=1,188,055 sf 14.01% Impervious Runoff Depth=2.19"Subcatchment E6: E6 Flow Length=2,013' Tc=270.8 min CN=73 Runoff=9.25 cfs 4.970 af Inflow=0.28 cfs 0.031 afLink DP1: DP1 Primary=0.28 cfs 0.031 af Inflow=9.36 cfs 5.172 afLink DP2: DP2 Primary=9.36 cfs 5.172 af Total Runoff Area = 28.637 ac Runoff Volume = 5.224 af Average Runoff Depth = 2.19" 86.39% Pervious = 24.739 ac 13.61% Impervious = 3.898 ac Existing Conditions NOAA 24-hr D 25-yr Rainfall=6.00"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=6,364 sf 0.00% Impervious Runoff Depth=2.99"Subcatchment E1: E1 Flow Length=57' Slope=0.0040 '/' Tc=17.7 min CN=72 Runoff=0.35 cfs 0.036 af Runoff Area=40,757 sf 3.00% Impervious Runoff Depth=3.09"Subcatchment E2: E2 Flow Length=308' Tc=17.9 min CN=73 Runoff=2.29 cfs 0.241 af Runoff Area=1,330 sf 0.00% Impervious Runoff Depth=2.81"Subcatchment E3: E3 Flow Length=58' Slope=0.0265 '/' Tc=22.0 min CN=70 Runoff=0.06 cfs 0.007 af Runoff Area=7,569 sf 3.57% Impervious Runoff Depth=3.09"Subcatchment E4: E4 Flow Length=146' Tc=8.2 min CN=73 Runoff=0.57 cfs 0.045 af Runoff Area=3,350 sf 56.39% Impervious Runoff Depth=4.41"Subcatchment E5: E5 (DP3) Flow Length=112' Tc=9.8 min CN=86 Runoff=0.33 cfs 0.028 af Runoff Area=1,188,055 sf 14.01% Impervious Runoff Depth=3.09"Subcatchment E6: E6 Flow Length=2,013' Tc=270.8 min CN=73 Runoff=13.21 cfs 7.020 af Inflow=0.41 cfs 0.044 afLink DP1: DP1 Primary=0.41 cfs 0.044 af Inflow=13.36 cfs 7.305 afLink DP2: DP2 Primary=13.36 cfs 7.305 af Total Runoff Area = 28.637 ac Runoff Volume = 7.377 af Average Runoff Depth = 3.09" 86.39% Pervious = 24.739 ac 13.61% Impervious = 3.898 ac Existing Conditions NOAA 24-hr D 50-yr Rainfall=6.83"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=6,364 sf 0.00% Impervious Runoff Depth=3.68"Subcatchment E1: E1 Flow Length=57' Slope=0.0040 '/' Tc=17.7 min CN=72 Runoff=0.43 cfs 0.045 af Runoff Area=40,757 sf 3.00% Impervious Runoff Depth=3.79"Subcatchment E2: E2 Flow Length=308' Tc=17.9 min CN=73 Runoff=2.82 cfs 0.295 af Runoff Area=1,330 sf 0.00% Impervious Runoff Depth=3.48"Subcatchment E3: E3 Flow Length=58' Slope=0.0265 '/' Tc=22.0 min CN=70 Runoff=0.08 cfs 0.009 af Runoff Area=7,569 sf 3.57% Impervious Runoff Depth=3.79"Subcatchment E4: E4 Flow Length=146' Tc=8.2 min CN=73 Runoff=0.70 cfs 0.055 af Runoff Area=3,350 sf 56.39% Impervious Runoff Depth=5.20"Subcatchment E5: E5 (DP3) Flow Length=112' Tc=9.8 min CN=86 Runoff=0.38 cfs 0.033 af Runoff Area=1,188,055 sf 14.01% Impervious Runoff Depth=3.79"Subcatchment E6: E6 Flow Length=2,013' Tc=270.8 min CN=73 Runoff=16.29 cfs 8.612 af Inflow=0.50 cfs 0.054 afLink DP1: DP1 Primary=0.50 cfs 0.054 af Inflow=16.47 cfs 8.962 afLink DP2: DP2 Primary=16.47 cfs 8.962 af Total Runoff Area = 28.637 ac Runoff Volume = 9.049 af Average Runoff Depth = 3.79" 86.39% Pervious = 24.739 ac 13.61% Impervious = 3.898 ac Existing Conditions NOAA 24-hr D 100-yr Rainfall=7.74"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 6HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=6,364 sf 0.00% Impervious Runoff Depth=4.47"Subcatchment E1: E1 Flow Length=57' Slope=0.0040 '/' Tc=17.7 min CN=72 Runoff=0.52 cfs 0.054 af Runoff Area=40,757 sf 3.00% Impervious Runoff Depth=4.58"Subcatchment E2: E2 Flow Length=308' Tc=17.9 min CN=73 Runoff=3.40 cfs 0.357 af Runoff Area=1,330 sf 0.00% Impervious Runoff Depth=4.24"Subcatchment E3: E3 Flow Length=58' Slope=0.0265 '/' Tc=22.0 min CN=70 Runoff=0.09 cfs 0.011 af Runoff Area=7,569 sf 3.57% Impervious Runoff Depth=4.58"Subcatchment E4: E4 Flow Length=146' Tc=8.2 min CN=73 Runoff=0.84 cfs 0.066 af Runoff Area=3,350 sf 56.39% Impervious Runoff Depth=6.08"Subcatchment E5: E5 (DP3) Flow Length=112' Tc=9.8 min CN=86 Runoff=0.44 cfs 0.039 af Runoff Area=1,188,055 sf 14.01% Impervious Runoff Depth=4.58"Subcatchment E6: E6 Flow Length=2,013' Tc=270.8 min CN=73 Runoff=19.75 cfs 10.410 af Inflow=0.61 cfs 0.065 afLink DP1: DP1 Primary=0.61 cfs 0.065 af Inflow=19.97 cfs 10.834 afLink DP2: DP2 Primary=19.97 cfs 10.834 af Total Runoff Area = 28.637 ac Runoff Volume = 10.938 af Average Runoff Depth = 4.58" 86.39% Pervious = 24.739 ac 13.61% Impervious = 3.898 ac Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.08"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 7HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E1: E1 Runoff = 0.09 cfs @ 12.29 hrs, Volume= 0.010 af, Depth= 0.86" Routed to Link DP1 : DP1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-yr Rainfall=3.08" Area (sf) CN Description 3,247 70 Woods, Good, HSG C 1,354 74 >75% Grass cover, Good, HSG C 1,746 74 Pasture/grassland/range, Good, HSG C 17 65 Brush, Good, HSG C 6,364 72 Weighted Average 6,364 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.7 57 0.0040 0.05 Sheet Flow, <100ft Sheet Flow Grass: Dense n= 0.240 P2= 3.08" Subcatchment E1: E1 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NOAA 24-hr D 2-yr Rainfall=3.08" Runoff Area=6,364 sf Runoff Volume=0.010 af Runoff Depth=0.86" Flow Length=57' Slope=0.0040 '/' Tc=17.7 min CN=72 0.09 cfs Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.08"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 8HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E2: E2 Runoff = 0.63 cfs @ 12.29 hrs, Volume= 0.071 af, Depth= 0.91" Routed to Link DP2 : DP2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-yr Rainfall=3.08" Area (sf) CN Description 17,285 70 Woods, Good, HSG C 16,637 74 >75% Grass cover, Good, HSG C 5,390 74 Pasture/grassland/range, Good, HSG C * 1,223 98 Impervious Areas 222 65 Brush, Good, HSG C 40,757 73 Weighted Average 39,534 97.00% Pervious Area 1,223 3.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.4 100 0.0174 0.11 Sheet Flow, 100ft Sheet Flow Grass: Dense n= 0.240 P2= 3.08" 2.5 208 0.0075 1.39 Shallow Concentrated Flow, >100ft Shallow Concentrated Flow Unpaved Kv= 16.1 fps 17.9 308 Total Subcatchment E2: E2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (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 NOAA 24-hr D 2-yr Rainfall=3.08" Runoff Area=40,757 sf Runoff Volume=0.071 af Runoff Depth=0.91" Flow Length=308' Tc=17.9 min CN=73 0.63 cfs Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.08"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 9HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E3: E3 Runoff = 0.01 cfs @ 12.35 hrs, Volume= 0.002 af, Depth= 0.76" Routed to Link DP1 : DP1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-yr Rainfall=3.08" Area (sf) CN Description * 91 66 Woods, Good, HSG B/D 1,055 70 Woods, Good, HSG C 184 74 Pasture/grassland/range, Good, HSG C 1,330 70 Weighted Average 1,330 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.0 58 0.0265 0.04 Sheet Flow, <100ft Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.08" Subcatchment E3: E3 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 NOAA 24-hr D 2-yr Rainfall=3.08" Runoff Area=1,330 sf Runoff Volume=0.002 af Runoff Depth=0.76" Flow Length=58' Slope=0.0265 '/' Tc=22.0 min CN=70 0.01 cfs Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.08"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 10HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E4: E4 Runoff = 0.16 cfs @ 12.16 hrs, Volume= 0.013 af, Depth= 0.91" Routed to Link DP2 : DP2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-yr Rainfall=3.08" Area (sf) CN Description 3,510 70 Woods, Good, HSG C 3,789 74 >75% Grass cover, Good, HSG C * 270 98 Impervious Areas 7,569 73 Weighted Average 7,299 96.43% Pervious Area 270 3.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 100 0.0353 0.21 Sheet Flow, 100ft Sheet Flow Grass: Short n= 0.150 P2= 3.08" 0.2 46 0.0461 3.46 Shallow Concentrated Flow, >100ft Shallow Concentrated Flow Unpaved Kv= 16.1 fps 8.2 146 Total Subcatchment E4: E4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 NOAA 24-hr D 2-yr Rainfall=3.08" Runoff Area=7,569 sf Runoff Volume=0.013 af Runoff Depth=0.91" Flow Length=146' Tc=8.2 min CN=73 0.16 cfs Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.08"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 11HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E5: E5 (DP3) Runoff = 0.13 cfs @ 12.17 hrs, Volume= 0.011 af, Depth= 1.73" Routed to nonexistent node 32L Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-yr Rainfall=3.08" Area (sf) CN Description 1,455 70 Woods, Good, HSG C 6 74 >75% Grass cover, Good, HSG C * 1,889 98 Impervious Areas 3,350 86 Weighted Average 1,461 43.61% Pervious Area 1,889 56.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 100 0.0214 0.17 Sheet Flow, 100ft Sheet Flow Grass: Short n= 0.150 P2= 3.08" 0.1 12 0.0191 2.81 Shallow Concentrated Flow, >100ft Shallow Concentrated Flow Paved Kv= 20.3 fps 9.8 112 Total Subcatchment E5: E5 (DP3) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 NOAA 24-hr D 2-yr Rainfall=3.08" Runoff Area=3,350 sf Runoff Volume=0.011 af Runoff Depth=1.73" Flow Length=112' Tc=9.8 min CN=86 0.13 cfs Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.08"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 12HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E6: E6 Runoff = 3.63 cfs @ 15.96 hrs, Volume= 2.061 af, Depth= 0.91" Routed to Link DP2 : DP2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-yr Rainfall=3.08" Area (sf) CN Description 16,615 55 Woods, Good, HSG B * 123,844 66 Woods, Good, HSG B/D 358,273 70 Woods, Good, HSG C * 327,630 69 Woods/grass comb., Good, HSG B/D 50,822 72 Woods/grass comb., Good, HSG C 58,822 61 >75% Grass cover, Good, HSG B * 23,571 71 >75% Grass cover, Good, HSG B/D 53,799 74 >75% Grass cover, Good, HSG C * 166,419 98 Impervious Areas 25 48 Brush, Good, HSG B * 5,755 61 Brush, Good, HSG B/D 2,480 65 Brush, Good, HSG C 1,188,055 73 Weighted Average 1,021,636 85.99% Pervious Area 166,419 14.01% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 29.8 100 0.0369 0.06 Sheet Flow, 100ft Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.08" 241.0 1,913 0.0028 0.13 Shallow Concentrated Flow, >100ft Shallow Concentrated Flow Forest w/Heavy Litter Kv= 2.5 fps 270.8 2,013 Total Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.08"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 13HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E6: E6 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 NOAA 24-hr D 2-yr Rainfall=3.08" Runoff Area=1,188,055 sf Runoff Volume=2.061 af Runoff Depth=0.91" Flow Length=2,013' Tc=270.8 min CN=73 3.63 cfs Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.08"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 14HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP1: DP1 Inflow Area = 0.177 ac, 0.00% Impervious, Inflow Depth = 0.84" for 2-yr event Inflow = 0.11 cfs @ 12.29 hrs, Volume= 0.012 af Primary = 0.11 cfs @ 12.29 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 32L Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Link DP1: DP1 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.177 ac 0.11 cfs 0.11 cfs Existing Conditions NOAA 24-hr D 2-yr Rainfall=3.08"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 15HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP2: DP2 Inflow Area = 28.383 ac, 13.58% Impervious, Inflow Depth = 0.91" for 2-yr event Inflow = 3.68 cfs @ 15.96 hrs, Volume= 2.145 af Primary = 3.68 cfs @ 15.96 hrs, Volume= 2.145 af, Atten= 0%, Lag= 0.0 min Routed to nonexistent node 32L Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Link DP2: DP2 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Inflow Area=28.383 ac 3.68 cfs 3.68 cfs Existing Conditions NOAA 24-hr D 10-yr Rainfall=4.88"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 16HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: E1 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 10-yr Rainfall=4.88" Runoff Area=6,364 sf Runoff Volume=0.026 af Runoff Depth=2.11" Flow Length=57' Slope=0.0040 '/' Tc=17.7 min CN=72 0.24 cfs Subcatchment E2: E2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 10-yr Rainfall=4.88" Runoff Area=40,757 sf Runoff Volume=0.171 af Runoff Depth=2.19" Flow Length=308' Tc=17.9 min CN=73 1.61 cfs Existing Conditions NOAA 24-hr D 10-yr Rainfall=4.88"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 17HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E3: E3 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 NOAA 24-hr D 10-yr Rainfall=4.88" Runoff Area=1,330 sf Runoff Volume=0.005 af Runoff Depth=1.95" Flow Length=58' Slope=0.0265 '/' Tc=22.0 min CN=70 0.04 cfs Subcatchment E4: E4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 10-yr Rainfall=4.88" Runoff Area=7,569 sf Runoff Volume=0.032 af Runoff Depth=2.19" Flow Length=146' Tc=8.2 min CN=73 0.40 cfs Existing Conditions NOAA 24-hr D 10-yr Rainfall=4.88"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 18HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E5: E5 (DP3) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 10-yr Rainfall=4.88" Runoff Area=3,350 sf Runoff Volume=0.022 af Runoff Depth=3.36" Flow Length=112' Tc=9.8 min CN=86 0.25 cfs Subcatchment E6: E6 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 10-yr Rainfall=4.88" Runoff Area=1,188,055 sf Runoff Volume=4.970 af Runoff Depth=2.19" Flow Length=2,013' Tc=270.8 min CN=73 9.25 cfs Existing Conditions NOAA 24-hr D 10-yr Rainfall=4.88"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 19HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP1: DP1 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.177 ac 0.28 cfs 0.28 cfs Link DP2: DP2 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=28.383 ac 9.36 cfs 9.36 cfs Existing Conditions NOAA 24-hr D 25-yr Rainfall=6.00"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 20HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: E1 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 25-yr Rainfall=6.00" Runoff Area=6,364 sf Runoff Volume=0.036 af Runoff Depth=2.99" Flow Length=57' Slope=0.0040 '/' Tc=17.7 min CN=72 0.35 cfs Subcatchment E2: E2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 NOAA 24-hr D 25-yr Rainfall=6.00" Runoff Area=40,757 sf Runoff Volume=0.241 af Runoff Depth=3.09" Flow Length=308' Tc=17.9 min CN=73 2.29 cfs Existing Conditions NOAA 24-hr D 25-yr Rainfall=6.00"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 21HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E3: E3 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NOAA 24-hr D 25-yr Rainfall=6.00" Runoff Area=1,330 sf Runoff Volume=0.007 af Runoff Depth=2.81" Flow Length=58' Slope=0.0265 '/' Tc=22.0 min CN=70 0.06 cfs Subcatchment E4: E4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (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 NOAA 24-hr D 25-yr Rainfall=6.00" Runoff Area=7,569 sf Runoff Volume=0.045 af Runoff Depth=3.09" Flow Length=146' Tc=8.2 min CN=73 0.57 cfs Existing Conditions NOAA 24-hr D 25-yr Rainfall=6.00"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 22HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E5: E5 (DP3) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 25-yr Rainfall=6.00" Runoff Area=3,350 sf Runoff Volume=0.028 af Runoff Depth=4.41" Flow Length=112' Tc=9.8 min CN=86 0.33 cfs Subcatchment E6: E6 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 25-yr Rainfall=6.00" Runoff Area=1,188,055 sf Runoff Volume=7.020 af Runoff Depth=3.09" Flow Length=2,013' Tc=270.8 min CN=73 13.21 cfs Existing Conditions NOAA 24-hr D 25-yr Rainfall=6.00"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 23HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP1: DP1 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.177 ac 0.41 cfs 0.41 cfs Link DP2: DP2 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=28.383 ac 13.36 cfs 13.36 cfs Existing Conditions NOAA 24-hr D 50-yr Rainfall=6.83"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 24HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: E1 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 50-yr Rainfall=6.83" Runoff Area=6,364 sf Runoff Volume=0.045 af Runoff Depth=3.68" Flow Length=57' Slope=0.0040 '/' Tc=17.7 min CN=72 0.43 cfs Subcatchment E2: E2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 NOAA 24-hr D 50-yr Rainfall=6.83" Runoff Area=40,757 sf Runoff Volume=0.295 af Runoff Depth=3.79" Flow Length=308' Tc=17.9 min CN=73 2.82 cfs Existing Conditions NOAA 24-hr D 50-yr Rainfall=6.83"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 25HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E3: E3 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NOAA 24-hr D 50-yr Rainfall=6.83" Runoff Area=1,330 sf Runoff Volume=0.009 af Runoff Depth=3.48" Flow Length=58' Slope=0.0265 '/' Tc=22.0 min CN=70 0.08 cfs Subcatchment E4: E4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (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 NOAA 24-hr D 50-yr Rainfall=6.83" Runoff Area=7,569 sf Runoff Volume=0.055 af Runoff Depth=3.79" Flow Length=146' Tc=8.2 min CN=73 0.70 cfs Existing Conditions NOAA 24-hr D 50-yr Rainfall=6.83"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 26HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E5: E5 (DP3) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 50-yr Rainfall=6.83" Runoff Area=3,350 sf Runoff Volume=0.033 af Runoff Depth=5.20" Flow Length=112' Tc=9.8 min CN=86 0.38 cfs Subcatchment E6: E6 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 50-yr Rainfall=6.83" Runoff Area=1,188,055 sf Runoff Volume=8.612 af Runoff Depth=3.79" Flow Length=2,013' Tc=270.8 min CN=73 16.29 cfs Existing Conditions NOAA 24-hr D 50-yr Rainfall=6.83"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 27HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP1: DP1 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.177 ac 0.50 cfs 0.50 cfs Link DP2: DP2 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=28.383 ac 16.47 cfs 16.47 cfs Existing Conditions NOAA 24-hr D 100-yr Rainfall=7.74"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 28HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: E1 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NOAA 24-hr D 100-yr Rainfall=7.74" Runoff Area=6,364 sf Runoff Volume=0.054 af Runoff Depth=4.47" Flow Length=57' Slope=0.0040 '/' Tc=17.7 min CN=72 0.52 cfs Subcatchment E2: E2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 NOAA 24-hr D 100-yr Rainfall=7.74" Runoff Area=40,757 sf Runoff Volume=0.357 af Runoff Depth=4.58" Flow Length=308' Tc=17.9 min CN=73 3.40 cfs Existing Conditions NOAA 24-hr D 100-yr Rainfall=7.74"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 29HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E3: E3 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NOAA 24-hr D 100-yr Rainfall=7.74" Runoff Area=1,330 sf Runoff Volume=0.011 af Runoff Depth=4.24" Flow Length=58' Slope=0.0265 '/' Tc=22.0 min CN=70 0.09 cfs Subcatchment E4: E4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.9 0.85 0.8 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 NOAA 24-hr D 100-yr Rainfall=7.74" Runoff Area=7,569 sf Runoff Volume=0.066 af Runoff Depth=4.58" Flow Length=146' Tc=8.2 min CN=73 0.84 cfs Existing Conditions NOAA 24-hr D 100-yr Rainfall=7.74"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 30HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E5: E5 (DP3) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 100-yr Rainfall=7.74" Runoff Area=3,350 sf Runoff Volume=0.039 af Runoff Depth=6.08" Flow Length=112' Tc=9.8 min CN=86 0.44 cfs Subcatchment E6: E6 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 100-yr Rainfall=7.74" Runoff Area=1,188,055 sf Runoff Volume=10.410 af Runoff Depth=4.58" Flow Length=2,013' Tc=270.8 min CN=73 19.75 cfs Existing Conditions NOAA 24-hr D 100-yr Rainfall=7.74"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 31HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP1: DP1 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)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 Inflow Area=0.177 ac 0.61 cfs 0.61 cfs Link DP2: DP2 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=28.383 ac 19.97 cfs 19.97 cfs APPENDIX B (Post-Development Drainage HydroCAD Report) PROPOSED Eastern Property BoundaryBurnham StreetNorthern/Western Property Boundary DP1 DP2 DP3 P1 P1 (DP1) P2 P2 P3A P3A P3B P3B P4 P4 P5 P5 (DP3)P6 P6 P7 P7 P8 P8 DD1 Drainage Depression OCS CB OCS WQB1 WQB1 43L Combined DP2* DP2* Routing Diagram for 5248 - Drainage Analysis Prepared by Design Professionals, Inc. , Printed 4/30/2025 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.08"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=9,128 sf 4.20% Impervious Runoff Depth=0.96"Subcatchment P1: P1 (DP1) Flow Length=125' Tc=37.3 min CN=74 Runoff=0.10 cfs 0.017 af Runoff Area=37,625 sf 83.39% Impervious Runoff Depth=2.43"Subcatchment P2: P2 Tc=6.0 min CN=94 Runoff=2.24 cfs 0.175 af Runoff Area=6,277 sf 100.00% Impervious Runoff Depth=2.85"Subcatchment P3A: P3A Tc=6.0 min CN=98 Runoff=0.41 cfs 0.034 af Runoff Area=6,412 sf 35.75% Impervious Runoff Depth=1.44"Subcatchment P3B: P3B Tc=7.0 min CN=82 Runoff=0.24 cfs 0.018 af Runoff Area=7,570 sf 3.57% Impervious Runoff Depth=0.91"Subcatchment P4: P4 Flow Length=146' Tc=8.2 min CN=73 Runoff=0.16 cfs 0.013 af Runoff Area=3,350 sf 56.39% Impervious Runoff Depth=1.73"Subcatchment P5: P5 (DP3) Flow Length=112' Tc=9.8 min CN=86 Runoff=0.13 cfs 0.011 af Runoff Area=1,120,801 sf 14.50% Impervious Runoff Depth=0.91"Subcatchment P6: P6 Flow Length=2,013' Tc=270.8 min CN=73 Runoff=3.42 cfs 1.945 af Runoff Area=52,866 sf 5.86% Impervious Runoff Depth=0.86"Subcatchment P7: P7 Flow Length=415' Tc=73.5 min CN=72 Runoff=0.35 cfs 0.087 af Runoff Area=3,444 sf 23.26% Impervious Runoff Depth=1.25"Subcatchment P8: P8 Tc=8.0 min CN=79 Runoff=0.10 cfs 0.008 af Peak Elev=59.33' Storage=563 cf Inflow=3.52 cfs 2.091 afPond DD1: Drainage Depression Primary=3.52 cfs 2.091 af Secondary=0.00 cfs 0.000 af Outflow=3.52 cfs 2.091 af Peak Elev=58.93' Inflow=3.52 cfs 2.242 afPond OCS: OCS 24.0" Round Culvert n=0.012 L=60.0' S=0.0050 '/' Outflow=3.52 cfs 2.242 af Peak Elev=58.75' Storage=1,872 cf Inflow=2.24 cfs 0.175 afPond WQB1: WQB1 Primary=0.96 cfs 0.151 af Secondary=1.13 cfs 0.026 af Outflow=1.75 cfs 0.175 af Inflow=3.44 cfs 1.997 afLink 43L: Combined Primary=3.44 cfs 1.997 af Inflow=3.60 cfs 2.281 afLink DP2*: DP2* Primary=3.60 cfs 2.281 af Total Runoff Area = 28.638 ac Runoff Volume = 2.307 af Average Runoff Depth = 0.97" 83.25% Pervious = 23.841 ac 16.75% Impervious = 4.797 ac Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.88"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=9,128 sf 4.20% Impervious Runoff Depth=2.27"Subcatchment P1: P1 (DP1) Flow Length=125' Tc=37.3 min CN=74 Runoff=0.26 cfs 0.040 af Runoff Area=37,625 sf 83.39% Impervious Runoff Depth=4.19"Subcatchment P2: P2 Tc=6.0 min CN=94 Runoff=3.74 cfs 0.302 af Runoff Area=6,277 sf 100.00% Impervious Runoff Depth=4.64"Subcatchment P3A: P3A Tc=6.0 min CN=98 Runoff=0.65 cfs 0.056 af Runoff Area=6,412 sf 35.75% Impervious Runoff Depth=2.97"Subcatchment P3B: P3B Tc=7.0 min CN=82 Runoff=0.48 cfs 0.036 af Runoff Area=7,570 sf 3.57% Impervious Runoff Depth=2.19"Subcatchment P4: P4 Flow Length=146' Tc=8.2 min CN=73 Runoff=0.40 cfs 0.032 af Runoff Area=3,350 sf 56.39% Impervious Runoff Depth=3.36"Subcatchment P5: P5 (DP3) Flow Length=112' Tc=9.8 min CN=86 Runoff=0.25 cfs 0.022 af Runoff Area=1,120,801 sf 14.50% Impervious Runoff Depth=2.19"Subcatchment P6: P6 Flow Length=2,013' Tc=270.8 min CN=73 Runoff=8.72 cfs 4.689 af Runoff Area=52,866 sf 5.86% Impervious Runoff Depth=2.11"Subcatchment P7: P7 Flow Length=415' Tc=73.5 min CN=72 Runoff=0.94 cfs 0.213 af Runoff Area=3,444 sf 23.26% Impervious Runoff Depth=2.70"Subcatchment P8: P8 Tc=8.0 min CN=79 Runoff=0.23 cfs 0.018 af Peak Elev=59.92' Storage=912 cf Inflow=8.93 cfs 5.012 afPond DD1: Drainage Depression Primary=7.34 cfs 4.759 af Secondary=1.58 cfs 0.253 af Outflow=8.92 cfs 5.012 af Peak Elev=59.43' Inflow=7.34 cfs 4.930 afPond OCS: OCS 24.0" Round Culvert n=0.012 L=60.0' S=0.0050 '/' Outflow=7.34 cfs 4.930 af Peak Elev=58.79' Storage=2,023 cf Inflow=3.74 cfs 0.555 afPond WQB1: WQB1 Primary=1.39 cfs 0.171 af Secondary=2.81 cfs 0.392 af Outflow=3.64 cfs 0.555 af Inflow=8.76 cfs 4.781 afLink 43L: Combined Primary=8.76 cfs 4.781 af Inflow=9.06 cfs 5.354 afLink DP2*: DP2* Primary=9.06 cfs 5.354 af Total Runoff Area = 28.638 ac Runoff Volume = 5.406 af Average Runoff Depth = 2.27" 83.25% Pervious = 23.841 ac 16.75% Impervious = 4.797 ac Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.00"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=9,128 sf 4.20% Impervious Runoff Depth=3.18"Subcatchment P1: P1 (DP1) Flow Length=125' Tc=37.3 min CN=74 Runoff=0.37 cfs 0.056 af Runoff Area=37,625 sf 83.39% Impervious Runoff Depth=5.30"Subcatchment P2: P2 Tc=6.0 min CN=94 Runoff=4.66 cfs 0.381 af Runoff Area=6,277 sf 100.00% Impervious Runoff Depth=5.76"Subcatchment P3A: P3A Tc=6.0 min CN=98 Runoff=0.80 cfs 0.069 af Runoff Area=6,412 sf 35.75% Impervious Runoff Depth=3.99"Subcatchment P3B: P3B Tc=7.0 min CN=82 Runoff=0.64 cfs 0.049 af Runoff Area=7,570 sf 3.57% Impervious Runoff Depth=3.09"Subcatchment P4: P4 Flow Length=146' Tc=8.2 min CN=73 Runoff=0.57 cfs 0.045 af Runoff Area=3,350 sf 56.39% Impervious Runoff Depth=4.41"Subcatchment P5: P5 (DP3) Flow Length=112' Tc=9.8 min CN=86 Runoff=0.33 cfs 0.028 af Runoff Area=1,120,801 sf 14.50% Impervious Runoff Depth=3.09"Subcatchment P6: P6 Flow Length=2,013' Tc=270.8 min CN=73 Runoff=12.46 cfs 6.622 af Runoff Area=52,866 sf 5.86% Impervious Runoff Depth=2.99"Subcatchment P7: P7 Flow Length=415' Tc=73.5 min CN=72 Runoff=1.36 cfs 0.303 af Runoff Area=3,444 sf 23.26% Impervious Runoff Depth=3.68"Subcatchment P8: P8 Tc=8.0 min CN=79 Runoff=0.31 cfs 0.024 af Peak Elev=60.04' Storage=997 cf Inflow=12.75 cfs 7.068 afPond DD1: Drainage Depression Primary=8.18 cfs 6.025 af Secondary=4.57 cfs 1.043 af Outflow=12.75 cfs 7.068 af Peak Elev=59.53' Inflow=8.18 cfs 6.186 afPond OCS: OCS 24.0" Round Culvert n=0.012 L=60.0' S=0.0050 '/' Outflow=8.18 cfs 6.186 af Peak Elev=58.83' Storage=2,163 cf Inflow=4.71 cfs 1.424 afPond WQB1: WQB1 Primary=1.30 cfs 0.161 af Secondary=4.71 cfs 1.269 af Outflow=4.71 cfs 1.425 af Inflow=12.51 cfs 6.741 afLink 43L: Combined Primary=12.51 cfs 6.741 af Inflow=12.92 cfs 7.499 afLink DP2*: DP2* Primary=12.92 cfs 7.499 af Total Runoff Area = 28.638 ac Runoff Volume = 7.577 af Average Runoff Depth = 3.18" 83.25% Pervious = 23.841 ac 16.75% Impervious = 4.797 ac Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.83"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=9,128 sf 4.20% Impervious Runoff Depth=3.89"Subcatchment P1: P1 (DP1) Flow Length=125' Tc=37.3 min CN=74 Runoff=0.45 cfs 0.068 af Runoff Area=37,625 sf 83.39% Impervious Runoff Depth=6.12"Subcatchment P2: P2 Tc=6.0 min CN=94 Runoff=5.34 cfs 0.440 af Runoff Area=6,277 sf 100.00% Impervious Runoff Depth=6.59"Subcatchment P3A: P3A Tc=6.0 min CN=98 Runoff=0.91 cfs 0.079 af Runoff Area=6,412 sf 35.75% Impervious Runoff Depth=4.76"Subcatchment P3B: P3B Tc=7.0 min CN=82 Runoff=0.76 cfs 0.058 af Runoff Area=7,570 sf 3.57% Impervious Runoff Depth=3.79"Subcatchment P4: P4 Flow Length=146' Tc=8.2 min CN=73 Runoff=0.70 cfs 0.055 af Runoff Area=3,350 sf 56.39% Impervious Runoff Depth=5.20"Subcatchment P5: P5 (DP3) Flow Length=112' Tc=9.8 min CN=86 Runoff=0.38 cfs 0.033 af Runoff Area=1,120,801 sf 14.50% Impervious Runoff Depth=3.79"Subcatchment P6: P6 Flow Length=2,013' Tc=270.8 min CN=73 Runoff=15.37 cfs 8.125 af Runoff Area=52,866 sf 5.86% Impervious Runoff Depth=3.68"Subcatchment P7: P7 Flow Length=415' Tc=73.5 min CN=72 Runoff=1.68 cfs 0.373 af Runoff Area=3,444 sf 23.26% Impervious Runoff Depth=4.43"Subcatchment P8: P8 Tc=8.0 min CN=79 Runoff=0.37 cfs 0.029 af Peak Elev=60.11' Storage=1,058 cf Inflow=15.71 cfs 8.664 afPond DD1: Drainage Depression Primary=8.70 cfs 6.838 af Secondary=7.01 cfs 1.826 af Outflow=15.71 cfs 8.664 af Peak Elev=59.59' Inflow=8.70 cfs 6.988 afPond OCS: OCS 24.0" Round Culvert n=0.012 L=60.0' S=0.0050 '/' Outflow=8.70 cfs 6.988 af Peak Elev=58.87' Storage=2,320 cf Inflow=7.18 cfs 2.266 afPond WQB1: WQB1 Primary=1.13 cfs 0.149 af Secondary=7.18 cfs 2.122 af Outflow=7.18 cfs 2.267 af Inflow=15.42 cfs 8.262 afLink 43L: Combined Primary=15.42 cfs 8.262 af Inflow=15.91 cfs 9.164 afLink DP2*: DP2* Primary=15.91 cfs 9.164 af Total Runoff Area = 28.638 ac Runoff Volume = 9.261 af Average Runoff Depth = 3.88" 83.25% Pervious = 23.841 ac 16.75% Impervious = 4.797 ac Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.74"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 6HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=9,128 sf 4.20% Impervious Runoff Depth=4.69"Subcatchment P1: P1 (DP1) Flow Length=125' Tc=37.3 min CN=74 Runoff=0.54 cfs 0.082 af Runoff Area=37,625 sf 83.39% Impervious Runoff Depth=7.02"Subcatchment P2: P2 Tc=6.0 min CN=94 Runoff=6.08 cfs 0.506 af Runoff Area=6,277 sf 100.00% Impervious Runoff Depth=7.50"Subcatchment P3A: P3A Tc=6.0 min CN=98 Runoff=1.03 cfs 0.090 af Runoff Area=6,412 sf 35.75% Impervious Runoff Depth=5.61"Subcatchment P3B: P3B Tc=7.0 min CN=82 Runoff=0.88 cfs 0.069 af Runoff Area=7,570 sf 3.57% Impervious Runoff Depth=4.58"Subcatchment P4: P4 Flow Length=146' Tc=8.2 min CN=73 Runoff=0.84 cfs 0.066 af Runoff Area=3,350 sf 56.39% Impervious Runoff Depth=6.08"Subcatchment P5: P5 (DP3) Flow Length=112' Tc=9.8 min CN=86 Runoff=0.44 cfs 0.039 af Runoff Area=1,120,801 sf 14.50% Impervious Runoff Depth=4.58"Subcatchment P6: P6 Flow Length=2,013' Tc=270.8 min CN=73 Runoff=18.63 cfs 9.821 af Runoff Area=52,866 sf 5.86% Impervious Runoff Depth=4.47"Subcatchment P7: P7 Flow Length=415' Tc=73.5 min CN=72 Runoff=2.04 cfs 0.452 af Runoff Area=3,444 sf 23.26% Impervious Runoff Depth=5.27"Subcatchment P8: P8 Tc=8.0 min CN=79 Runoff=0.44 cfs 0.035 af Peak Elev=60.19' Storage=1,127 cf Inflow=19.04 cfs 10.466 afPond DD1: Drainage Depression Primary=9.21 cfs 7.641 af Secondary=9.83 cfs 2.825 af Outflow=19.04 cfs 10.466 af Peak Elev=59.65' Inflow=9.21 cfs 7.798 afPond OCS: OCS 24.0" Round Culvert n=0.012 L=60.0' S=0.0050 '/' Outflow=9.21 cfs 7.798 af Peak Elev=58.92' Storage=2,481 cf Inflow=10.02 cfs 3.330 afPond WQB1: WQB1 Primary=1.07 cfs 0.156 af Secondary=10.02 cfs 3.182 af Outflow=10.02 cfs 3.331 af Inflow=18.69 cfs 9.980 afLink 43L: Combined Primary=18.69 cfs 9.980 af Inflow=19.26 cfs 11.046 afLink DP2*: DP2* Primary=19.26 cfs 11.046 af Total Runoff Area = 28.638 ac Runoff Volume = 11.159 af Average Runoff Depth = 4.68" 83.25% Pervious = 23.841 ac 16.75% Impervious = 4.797 ac Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.08"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 7HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P1: P1 (DP1) Runoff = 0.10 cfs @ 12.55 hrs, Volume= 0.017 af, Depth= 0.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-yr Rainfall=3.08" Area (sf) CN Description 2,850 70 Woods, Good, HSG C 5,663 74 >75% Grass cover, Good, HSG C * 383 98 Impervious Areas 232 65 Brush, Good, HSG C 9,128 74 Weighted Average 8,745 95.80% Pervious Area 383 4.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.8 82 0.0184 0.16 Sheet Flow, <100ft Sheet Flow Grass: Short n= 0.150 P2= 3.08" 22.2 18 0.0025 0.01 Sheet Flow, <100ft Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.08" 6.3 25 0.0007 0.07 Shallow Concentrated Flow, >100ft Shallow Concentrated Flow Forest w/Heavy Litter Kv= 2.5 fps 37.3 125 Total Subcatchment P1: P1 (DP1) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NOAA 24-hr D 2-yr Rainfall=3.08" Runoff Area=9,128 sf Runoff Volume=0.017 af Runoff Depth=0.96" Flow Length=125' Tc=37.3 min CN=74 0.10 cfs Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.08"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 8HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P2: P2 Runoff = 2.24 cfs @ 12.13 hrs, Volume= 0.175 af, Depth= 2.43" Routed to Pond WQB1 : WQB1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-yr Rainfall=3.08" Area (sf) CN Description 714 70 Woods, Good, HSG C 5,535 74 >75% Grass cover, Good, HSG C * 31,376 98 Impervious Areas 37,625 94 Weighted Average 6,249 16.61% Pervious Area 31,376 83.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P2: P2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 NOAA 24-hr D 2-yr Rainfall=3.08" Runoff Area=37,625 sf Runoff Volume=0.175 af Runoff Depth=2.43" Tc=6.0 min CN=94 2.24 cfs Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.08"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 9HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P3A: P3A Runoff = 0.41 cfs @ 12.13 hrs, Volume= 0.034 af, Depth= 2.85" Routed to Link 43L : Combined Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-yr Rainfall=3.08" Area (sf) CN Description * 6,277 98 Impervious Areas 6,277 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P3A: P3A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 2-yr Rainfall=3.08" Runoff Area=6,277 sf Runoff Volume=0.034 af Runoff Depth=2.85" Tc=6.0 min CN=98 0.41 cfs Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.08"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 10HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P3B: P3B Runoff = 0.24 cfs @ 12.14 hrs, Volume= 0.018 af, Depth= 1.44" Routed to Link 43L : Combined Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-yr Rainfall=3.08" Area (sf) CN Description * 518 66 Woods, Good, HSG B/D 273 70 Woods, Good, HSG C * 524 71 >75% Grass cover, Good, HSG B/D 2,743 74 >75% Grass cover, Good, HSG C 55 74 Pasture/grassland/range, Good, HSG C 7 65 Brush, Good, HSG C * 2,292 98 Impervious Areas 6,412 82 Weighted Average 4,120 64.25% Pervious Area 2,292 35.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P3B: P3B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.26 0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 NOAA 24-hr D 2-yr Rainfall=3.08" Runoff Area=6,412 sf Runoff Volume=0.018 af Runoff Depth=1.44" Tc=7.0 min CN=82 0.24 cfs Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.08"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 11HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P4: P4 Runoff = 0.16 cfs @ 12.16 hrs, Volume= 0.013 af, Depth= 0.91" Routed to Link DP2* : DP2* Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-yr Rainfall=3.08" Area (sf) CN Description 3,125 70 Woods, Good, HSG C 4,175 74 >75% Grass cover, Good, HSG C * 270 98 Impervious Areas 7,570 73 Weighted Average 7,300 96.43% Pervious Area 270 3.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 46 0.0461 3.46 Shallow Concentrated Flow, >100ft Shallow Concentrated Flow Unpaved Kv= 16.1 fps 8.0 100 0.0353 0.21 Sheet Flow, 100ft Sheet Flow Grass: Short n= 0.150 P2= 3.08" 8.2 146 Total Subcatchment P4: P4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 NOAA 24-hr D 2-yr Rainfall=3.08" Runoff Area=7,570 sf Runoff Volume=0.013 af Runoff Depth=0.91" Flow Length=146' Tc=8.2 min CN=73 0.16 cfs Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.08"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 12HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P5: P5 (DP3) Runoff = 0.13 cfs @ 12.17 hrs, Volume= 0.011 af, Depth= 1.73" Routed to nonexistent node 15L Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-yr Rainfall=3.08" Area (sf) CN Description 1,455 70 Woods, Good, HSG C 6 74 >75% Grass cover, Good, HSG C * 1,889 98 Impervious Areas 3,350 86 Weighted Average 1,461 43.61% Pervious Area 1,889 56.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 100 0.0214 0.17 Sheet Flow, 100ft Sheet Flow Grass: Short n= 0.150 P2= 3.08" 0.1 12 0.0191 2.81 Shallow Concentrated Flow, >100ft Shallow Concentrated Flow Paved Kv= 20.3 fps 9.8 112 Total Subcatchment P5: P5 (DP3) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 NOAA 24-hr D 2-yr Rainfall=3.08" Runoff Area=3,350 sf Runoff Volume=0.011 af Runoff Depth=1.73" Flow Length=112' Tc=9.8 min CN=86 0.13 cfs Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.08"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 13HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P6: P6 Runoff = 3.42 cfs @ 15.96 hrs, Volume= 1.945 af, Depth= 0.91" Routed to Link 43L : Combined Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-yr Rainfall=3.08" Area (sf) CN Description 16,615 55 Woods, Good, HSG B * 121,338 66 Woods, Good, HSG B/D 300,319 70 Woods, Good, HSG C * 327,630 69 Woods/grass comb., Good, HSG B/D 50,822 72 Woods/grass comb., Good, HSG C 58,822 61 >75% Grass cover, Good, HSG B * 24,520 71 >75% Grass cover, Good, HSG B/D 49,915 74 >75% Grass cover, Good, HSG C * 162,560 98 Impervious Areas 25 48 Brush, Good, HSG B * 5,755 61 Brush, Good, HSG B/D 2,480 65 Brush, Good, HSG C 1,120,801 73 Weighted Average 958,241 85.50% Pervious Area 162,560 14.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 29.8 100 0.0369 0.06 Sheet Flow, 100ft Sheet Slow Woods: Dense underbrush n= 0.800 P2= 3.08" 241.0 1,913 0.0028 0.13 Shallow Concentrated Flow, > 100ft Shallow Concentrated Flow Forest w/Heavy Litter Kv= 2.5 fps 270.8 2,013 Total Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.08"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 14HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P6: P6 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 NOAA 24-hr D 2-yr Rainfall=3.08" Runoff Area=1,120,801 sf Runoff Volume=1.945 af Runoff Depth=0.91" Flow Length=2,013' Tc=270.8 min CN=73 3.42 cfs Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.08"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 15HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P7: P7 Runoff = 0.35 cfs @ 13.11 hrs, Volume= 0.087 af, Depth= 0.86" Routed to Pond DD1 : Drainage Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-yr Rainfall=3.08" Area (sf) CN Description 44,764 70 Woods, Good, HSG C 5,002 74 >75% Grass cover, Good, HSG C * 3,100 98 Impervious Areas 52,866 72 Weighted Average 49,766 94.14% Pervious Area 3,100 5.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 39.9 100 0.0178 0.04 Sheet Flow, 100ft Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.08" 33.6 315 0.0039 0.16 Shallow Concentrated Flow, >100ft Shallow Concentrated Flow Forest w/Heavy Litter Kv= 2.5 fps 73.5 415 Total Subcatchment P7: P7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 2-yr Rainfall=3.08" Runoff Area=52,866 sf Runoff Volume=0.087 af Runoff Depth=0.86" Flow Length=415' Tc=73.5 min CN=72 0.35 cfs Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.08"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 16HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P8: P8 Runoff = 0.10 cfs @ 12.15 hrs, Volume= 0.008 af, Depth= 1.25" Routed to Pond DD1 : Drainage Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-yr Rainfall=3.08" Area (sf) CN Description 833 70 Woods, Good, HSG C 1,810 74 >75% Grass cover, Good, HSG C * 801 98 Impervious Areas 3,444 79 Weighted Average 2,643 76.74% Pervious Area 801 23.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P8: P8 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 NOAA 24-hr D 2-yr Rainfall=3.08" Runoff Area=3,444 sf Runoff Volume=0.008 af Runoff Depth=1.25" Tc=8.0 min CN=79 0.10 cfs Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.08"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 17HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond DD1: Drainage Depression Inflow Area = 27.314 ac, 14.71% Impervious, Inflow Depth = 0.92" for 2-yr event Inflow = 3.52 cfs @ 15.96 hrs, Volume= 2.091 af Outflow = 3.52 cfs @ 15.99 hrs, Volume= 2.091 af, Atten= 0%, Lag= 1.9 min Primary = 3.52 cfs @ 15.99 hrs, Volume= 2.091 af Routed to Pond OCS : OCS Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond WQB1 : WQB1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs / 2 Starting Elev= 58.30' Surf.Area= 248 sf Storage= 178 cf Peak Elev= 59.33' @ 15.98 hrs Surf.Area= 507 sf Storage= 563 cf (385 cf above start) Plug-Flow detention time= 6.3 min calculated for 2.087 af (100% of inflow) Center-of-Mass det. time= 2.4 min ( 1,113.0 - 1,110.6 ) Volume Invert Avail.Storage Storage Description #1 57.00' 2,767 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 57.00 47 0 0 47 58.00 194 112 112 199 58.30 248 66 178 255 59.00 420 231 409 433 60.00 705 556 966 730 61.00 3,198 1,802 2,767 3,227 Device Routing Invert Outlet Devices #1 Primary 58.30'24.0" Round Culvert L= 72.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 58.30' / 58.00' S= 0.0042 '/' Cc= 0.900 n= 0.012, Flow Area= 3.14 sf #2 Secondary 59.80'15.0' long + 3.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=3.52 cfs @ 15.99 hrs HW=59.33' TW=58.93' (Dynamic Tailwater) 1=Culvert (Outlet Controls 3.52 cfs @ 3.13 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=58.30' TW=58.12' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.08"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 18HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond DD1: Drainage Depression Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=27.314 ac Peak Elev=59.33' Storage=563 cf 3.52 cfs 3.52 cfs 3.52 cfs 0.00 cfs Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.08"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 19HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond OCS: OCS Inflow Area = 28.178 ac, 16.82% Impervious, Inflow Depth = 0.95" for 2-yr event Inflow = 3.52 cfs @ 15.99 hrs, Volume= 2.242 af Outflow = 3.52 cfs @ 15.99 hrs, Volume= 2.242 af, Atten= 0%, Lag= 0.0 min Primary = 3.52 cfs @ 15.99 hrs, Volume= 2.242 af Routed to Link DP2* : DP2* Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs / 2 Peak Elev= 58.93' @ 15.99 hrs Flood Elev= 59.40' Device Routing Invert Outlet Devices #1 Primary 58.00'24.0" Round Culvert L= 60.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 58.00' / 57.70' S= 0.0050 '/' Cc= 0.900 n= 0.012, Flow Area= 3.14 sf Primary OutFlow Max=3.52 cfs @ 15.99 hrs HW=58.93' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 3.52 cfs @ 3.63 fps) Pond OCS: OCS Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=28.178 ac Peak Elev=58.93' 24.0" Round Culvert n=0.012 L=60.0' S=0.0050 '/' 3.52 cfs 3.52 cfs Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.08"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 20HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond WQB1: WQB1 Inflow Area = 0.864 ac, 83.39% Impervious, Inflow Depth = 2.43" for 2-yr event Inflow = 2.24 cfs @ 12.13 hrs, Volume= 0.175 af Outflow = 1.75 cfs @ 12.21 hrs, Volume= 0.175 af, Atten= 22%, Lag= 5.1 min Primary = 0.96 cfs @ 12.37 hrs, Volume= 0.151 af Routed to Pond OCS : OCS Secondary = 1.13 cfs @ 12.21 hrs, Volume= 0.026 af Routed to Link DP2* : DP2* Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs / 2 Starting Elev= 58.12' Surf.Area= 1,825 sf Storage= 36 cf Peak Elev= 58.75' @ 12.21 hrs Surf.Area= 3,542 sf Storage= 1,872 cf (1,836 cf above start) Flood Elev= 60.00' Surf.Area= 5,982 sf Storage= 5,280 cf (5,244 cf above start) Plug-Flow detention time= 169.0 min calculated for 0.174 af (100% of inflow) Center-of-Mass det. time= 166.3 min ( 960.0 - 793.6 ) Volume Invert Avail.Storage Storage Description #1 58.10' 5,280 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 58.10 1,748 0 0 1,748 58.40 3,071 714 714 3,072 58.70 3,455 978 1,692 3,461 59.00 3,980 1,114 2,806 3,990 59.50 5,982 2,474 5,280 5,996 Device Routing Invert Outlet Devices #1 Primary 58.10'18.0" Round Culvert L= 14.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 58.10' / 58.03' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #2 Secondary 58.70'40.0' long + 3.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.91 cfs @ 12.37 hrs HW=58.69' TW=58.55' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.91 cfs @ 2.07 fps) Secondary OutFlow Max=1.06 cfs @ 12.21 hrs HW=58.75' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 1.06 cfs @ 0.54 fps) Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.08"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 21HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond WQB1: WQB1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Inflow Area=0.864 ac Peak Elev=58.75' Storage=1,872 cf 2.24 cfs 1.75 cfs 0.96 cfs 1.13 cfs Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.08"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 22HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link 43L: Combined Inflow Area = 26.021 ac, 15.10% Impervious, Inflow Depth = 0.92" for 2-yr event Inflow = 3.44 cfs @ 15.96 hrs, Volume= 1.997 af Primary = 3.44 cfs @ 15.96 hrs, Volume= 1.997 af, Atten= 0%, Lag= 0.0 min Routed to Pond DD1 : Drainage Depression Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Link 43L: Combined Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=26.021 ac 3.44 cfs 3.44 cfs Proposed Conditions NOAA 24-hr D 2-yr Rainfall=3.08"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 23HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP2*: DP2* Inflow Area = 28.352 ac, 16.73% Impervious, Inflow Depth = 0.97" for 2-yr event Inflow = 3.60 cfs @ 15.98 hrs, Volume= 2.281 af Primary = 3.60 cfs @ 15.98 hrs, Volume= 2.281 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Link DP2*: DP2* Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Inflow Area=28.352 ac 3.60 cfs 3.60 cfs Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.88"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 24HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 (DP1) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 10-yr Rainfall=4.88" Runoff Area=9,128 sf Runoff Volume=0.040 af Runoff Depth=2.27" Flow Length=125' Tc=37.3 min CN=74 0.26 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 NOAA 24-hr D 10-yr Rainfall=4.88" Runoff Area=37,625 sf Runoff Volume=0.302 af Runoff Depth=4.19" Tc=6.0 min CN=94 3.74 cfs Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.88"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 25HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3A: P3A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (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 NOAA 24-hr D 10-yr Rainfall=4.88" Runoff Area=6,277 sf Runoff Volume=0.056 af Runoff Depth=4.64" Tc=6.0 min CN=98 0.65 cfs Subcatchment P3B: P3B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 NOAA 24-hr D 10-yr Rainfall=4.88" Runoff Area=6,412 sf Runoff Volume=0.036 af Runoff Depth=2.97" Tc=7.0 min CN=82 0.48 cfs Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.88"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 26HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P4: P4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 10-yr Rainfall=4.88" Runoff Area=7,570 sf Runoff Volume=0.032 af Runoff Depth=2.19" Flow Length=146' Tc=8.2 min CN=73 0.40 cfs Subcatchment P5: P5 (DP3) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 10-yr Rainfall=4.88" Runoff Area=3,350 sf Runoff Volume=0.022 af Runoff Depth=3.36" Flow Length=112' Tc=9.8 min CN=86 0.25 cfs Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.88"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 27HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P6: P6 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 10-yr Rainfall=4.88" Runoff Area=1,120,801 sf Runoff Volume=4.689 af Runoff Depth=2.19" Flow Length=2,013' Tc=270.8 min CN=73 8.72 cfs Subcatchment P7: P7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 10-yr Rainfall=4.88" Runoff Area=52,866 sf Runoff Volume=0.213 af Runoff Depth=2.11" Flow Length=415' Tc=73.5 min CN=72 0.94 cfs Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.88"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 28HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P8: P8 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 NOAA 24-hr D 10-yr Rainfall=4.88" Runoff Area=3,444 sf Runoff Volume=0.018 af Runoff Depth=2.70" Tc=8.0 min CN=79 0.23 cfs Pond DD1: Drainage Depression Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=27.314 ac Peak Elev=59.92' Storage=912 cf 8.93 cfs 8.92 cfs 7.34 cfs 1.58 cfs Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.88"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 29HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond OCS: OCS Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=28.178 ac Peak Elev=59.43' 24.0" Round Culvert n=0.012 L=60.0' S=0.0050 '/' 7.34 cfs 7.34 cfs Pond WQB1: WQB1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Inflow Area=0.864 ac Peak Elev=58.79' Storage=2,023 cf 3.74 cfs 3.64 cfs 1.39 cfs 2.81 cfs Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.88"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 30HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link 43L: Combined Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=26.021 ac 8.76 cfs 8.76 cfs Link DP2*: DP2* Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=28.352 ac 9.06 cfs 9.06 cfs Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.00"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 31HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 (DP1) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 25-yr Rainfall=6.00" Runoff Area=9,128 sf Runoff Volume=0.056 af Runoff Depth=3.18" Flow Length=125' Tc=37.3 min CN=74 0.37 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 NOAA 24-hr D 25-yr Rainfall=6.00" Runoff Area=37,625 sf Runoff Volume=0.381 af Runoff Depth=5.30" Tc=6.0 min CN=94 4.66 cfs Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.00"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 32HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3A: P3A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.85 0.8 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 NOAA 24-hr D 25-yr Rainfall=6.00" Runoff Area=6,277 sf Runoff Volume=0.069 af Runoff Depth=5.76" Tc=6.0 min CN=98 0.80 cfs Subcatchment P3B: P3B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (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 NOAA 24-hr D 25-yr Rainfall=6.00" Runoff Area=6,412 sf Runoff Volume=0.049 af Runoff Depth=3.99" Tc=7.0 min CN=82 0.64 cfs Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.00"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 33HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P4: P4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (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 NOAA 24-hr D 25-yr Rainfall=6.00" Runoff Area=7,570 sf Runoff Volume=0.045 af Runoff Depth=3.09" Flow Length=146' Tc=8.2 min CN=73 0.57 cfs Subcatchment P5: P5 (DP3) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 25-yr Rainfall=6.00" Runoff Area=3,350 sf Runoff Volume=0.028 af Runoff Depth=4.41" Flow Length=112' Tc=9.8 min CN=86 0.33 cfs Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.00"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 34HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P6: P6 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 25-yr Rainfall=6.00" Runoff Area=1,120,801 sf Runoff Volume=6.622 af Runoff Depth=3.09" Flow Length=2,013' Tc=270.8 min CN=73 12.46 cfs Subcatchment P7: P7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 25-yr Rainfall=6.00" Runoff Area=52,866 sf Runoff Volume=0.303 af Runoff Depth=2.99" Flow Length=415' Tc=73.5 min CN=72 1.36 cfs Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.00"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 35HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P8: P8 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 25-yr Rainfall=6.00" Runoff Area=3,444 sf Runoff Volume=0.024 af Runoff Depth=3.68" Tc=8.0 min CN=79 0.31 cfs Pond DD1: Drainage Depression Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=27.314 ac Peak Elev=60.04' Storage=997 cf 12.75 cfs 12.75 cfs 8.18 cfs 4.57 cfs Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.00"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 36HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond OCS: OCS Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=28.178 ac Peak Elev=59.53' 24.0" Round Culvert n=0.012 L=60.0' S=0.0050 '/' 8.18 cfs 8.18 cfs Pond WQB1: WQB1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Inflow Area=0.864 ac Peak Elev=58.83' Storage=2,163 cf 4.71 cfs 4.71 cfs 1.30 cfs 4.71 cfs Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.00"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 37HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link 43L: Combined Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=26.021 ac 12.51 cfs 12.51 cfs Link DP2*: DP2* Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=28.352 ac 12.92 cfs 12.92 cfs Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.83"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 38HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 (DP1) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 50-yr Rainfall=6.83" Runoff Area=9,128 sf Runoff Volume=0.068 af Runoff Depth=3.89" Flow Length=125' Tc=37.3 min CN=74 0.45 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 NOAA 24-hr D 50-yr Rainfall=6.83" Runoff Area=37,625 sf Runoff Volume=0.440 af Runoff Depth=6.12" Tc=6.0 min CN=94 5.34 cfs Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.83"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 39HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3A: P3A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 50-yr Rainfall=6.83" Runoff Area=6,277 sf Runoff Volume=0.079 af Runoff Depth=6.59" Tc=6.0 min CN=98 0.91 cfs Subcatchment P3B: P3B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.8 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 NOAA 24-hr D 50-yr Rainfall=6.83" Runoff Area=6,412 sf Runoff Volume=0.058 af Runoff Depth=4.76" Tc=7.0 min CN=82 0.76 cfs Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.83"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 40HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P4: P4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (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 NOAA 24-hr D 50-yr Rainfall=6.83" Runoff Area=7,570 sf Runoff Volume=0.055 af Runoff Depth=3.79" Flow Length=146' Tc=8.2 min CN=73 0.70 cfs Subcatchment P5: P5 (DP3) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 50-yr Rainfall=6.83" Runoff Area=3,350 sf Runoff Volume=0.033 af Runoff Depth=5.20" Flow Length=112' Tc=9.8 min CN=86 0.38 cfs Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.83"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 41HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P6: P6 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 50-yr Rainfall=6.83" Runoff Area=1,120,801 sf Runoff Volume=8.125 af Runoff Depth=3.79" Flow Length=2,013' Tc=270.8 min CN=73 15.37 cfs Subcatchment P7: P7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 50-yr Rainfall=6.83" Runoff Area=52,866 sf Runoff Volume=0.373 af Runoff Depth=3.68" Flow Length=415' Tc=73.5 min CN=72 1.68 cfs Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.83"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 42HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P8: P8 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 50-yr Rainfall=6.83" Runoff Area=3,444 sf Runoff Volume=0.029 af Runoff Depth=4.43" Tc=8.0 min CN=79 0.37 cfs Pond DD1: Drainage Depression Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=27.314 ac Peak Elev=60.11' Storage=1,058 cf 15.71 cfs 15.71 cfs 8.70 cfs 7.01 cfs Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.83"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 43HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond OCS: OCS Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=28.178 ac Peak Elev=59.59' 24.0" Round Culvert n=0.012 L=60.0' S=0.0050 '/' 8.70 cfs 8.70 cfs Pond WQB1: WQB1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=0.864 ac Peak Elev=58.87' Storage=2,320 cf 7.18 cfs 7.18 cfs 1.13 cfs 7.18 cfs Proposed Conditions NOAA 24-hr D 50-yr Rainfall=6.83"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 44HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link 43L: Combined Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=26.021 ac 15.42 cfs 15.42 cfs Link DP2*: DP2* Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=28.352 ac 15.91 cfs 15.91 cfs Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.74"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 45HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 (DP1) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (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 NOAA 24-hr D 100-yr Rainfall=7.74" Runoff Area=9,128 sf Runoff Volume=0.082 af Runoff Depth=4.69" Flow Length=125' Tc=37.3 min CN=74 0.54 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 NOAA 24-hr D 100-yr Rainfall=7.74" Runoff Area=37,625 sf Runoff Volume=0.506 af Runoff Depth=7.02" Tc=6.0 min CN=94 6.08 cfs Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.74"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 46HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3A: P3A Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 100-yr Rainfall=7.74" Runoff Area=6,277 sf Runoff Volume=0.090 af Runoff Depth=7.50" Tc=6.0 min CN=98 1.03 cfs Subcatchment P3B: P3B Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.95 0.9 0.85 0.8 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 NOAA 24-hr D 100-yr Rainfall=7.74" Runoff Area=6,412 sf Runoff Volume=0.069 af Runoff Depth=5.61" Tc=7.0 min CN=82 0.88 cfs Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.74"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 47HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P4: P4 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.9 0.85 0.8 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 NOAA 24-hr D 100-yr Rainfall=7.74" Runoff Area=7,570 sf Runoff Volume=0.066 af Runoff Depth=4.58" Flow Length=146' Tc=8.2 min CN=73 0.84 cfs Subcatchment P5: P5 (DP3) Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 100-yr Rainfall=7.74" Runoff Area=3,350 sf Runoff Volume=0.039 af Runoff Depth=6.08" Flow Length=112' Tc=9.8 min CN=86 0.44 cfs Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.74"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 48HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P6: P6 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 100-yr Rainfall=7.74" Runoff Area=1,120,801 sf Runoff Volume=9.821 af Runoff Depth=4.58" Flow Length=2,013' Tc=270.8 min CN=73 18.63 cfs Subcatchment P7: P7 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 NOAA 24-hr D 100-yr Rainfall=7.74" Runoff Area=52,866 sf Runoff Volume=0.452 af Runoff Depth=4.47" Flow Length=415' Tc=73.5 min CN=72 2.04 cfs Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.74"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 49HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P8: P8 Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 100-yr Rainfall=7.74" Runoff Area=3,444 sf Runoff Volume=0.035 af Runoff Depth=5.27" Tc=8.0 min CN=79 0.44 cfs Pond DD1: Drainage Depression Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=27.314 ac Peak Elev=60.19' Storage=1,127 cf 19.04 cfs 19.04 cfs 9.21 cfs9.83 cfs Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.74"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 50HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond OCS: OCS Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=28.178 ac Peak Elev=59.65' 24.0" Round Culvert n=0.012 L=60.0' S=0.0050 '/' 9.21 cfs 9.21 cfs Pond WQB1: WQB1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=0.864 ac Peak Elev=58.92' Storage=2,481 cf 10.02 cfs 10.02 cfs 1.07 cfs 10.02 cfs Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.74"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 51HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link 43L: Combined Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=26.021 ac 18.69 cfs 18.69 cfs Link DP2*: DP2* Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=28.352 ac 19.26 cfs 19.26 cfs Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.74"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 52HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond DD1: Drainage Depression Inflow Area = 27.314 ac, 14.71% Impervious, Inflow Depth = 4.60" for 100-yr event Inflow = 19.04 cfs @ 15.64 hrs, Volume= 10.466 af Outflow = 19.04 cfs @ 15.64 hrs, Volume= 10.466 af, Atten= 0%, Lag= 0.2 min Primary = 9.21 cfs @ 15.69 hrs, Volume= 7.641 af Routed to Pond OCS : OCS Secondary = 9.83 cfs @ 15.64 hrs, Volume= 2.825 af Routed to Pond WQB1 : WQB1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs / 2 Starting Elev= 58.30' Surf.Area= 248 sf Storage= 178 cf Peak Elev= 60.19' @ 15.64 hrs Surf.Area= 1,033 sf Storage= 1,127 cf (949 cf above start) Plug-Flow detention time= 2.9 min calculated for 10.462 af (100% of inflow) Center-of-Mass det. time= 1.3 min ( 1,062.4 - 1,061.0 ) Volume Invert Avail.Storage Storage Description #1 57.00' 2,767 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 57.00 47 0 0 47 58.00 194 112 112 199 58.30 248 66 178 255 59.00 420 231 409 433 60.00 705 556 966 730 61.00 3,198 1,802 2,767 3,227 Device Routing Invert Outlet Devices #1 Primary 58.30'24.0" Round Culvert L= 72.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 58.30' / 58.00' S= 0.0042 '/' Cc= 0.900 n= 0.012, Flow Area= 3.14 sf #2 Secondary 59.80'15.0' long + 3.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=9.21 cfs @ 15.69 hrs HW=60.19' TW=59.65' (Dynamic Tailwater) 1=Culvert (Outlet Controls 9.21 cfs @ 3.88 fps) Secondary OutFlow Max=9.83 cfs @ 15.64 hrs HW=60.19' TW=58.92' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 9.83 cfs @ 1.57 fps) Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.74"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 53HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond OCS: OCS Inflow Area = 28.178 ac, 16.82% Impervious, Inflow Depth = 3.32" for 100-yr event Inflow = 9.21 cfs @ 15.69 hrs, Volume= 7.798 af Outflow = 9.21 cfs @ 15.69 hrs, Volume= 7.798 af, Atten= 0%, Lag= 0.0 min Primary = 9.21 cfs @ 15.69 hrs, Volume= 7.798 af Routed to Link DP2* : DP2* Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs / 2 Peak Elev= 59.65' @ 15.69 hrs Flood Elev= 59.40' Device Routing Invert Outlet Devices #1 Primary 58.00'24.0" Round Culvert L= 60.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 58.00' / 57.70' S= 0.0050 '/' Cc= 0.900 n= 0.012, Flow Area= 3.14 sf Primary OutFlow Max=9.21 cfs @ 15.69 hrs HW=59.65' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 9.21 cfs @ 4.52 fps) Summary for Pond WQB1: WQB1 Inflow Area = 0.864 ac, 83.39% Impervious, Inflow Depth = 46.27" for 100-yr event Inflow = 10.02 cfs @ 15.64 hrs, Volume= 3.330 af Outflow = 10.02 cfs @ 15.65 hrs, Volume= 3.331 af, Atten= 0%, Lag= 0.6 min Primary = 1.07 cfs @ 11.27 hrs, Volume= 0.156 af Routed to Pond OCS : OCS Secondary = 10.02 cfs @ 15.65 hrs, Volume= 3.182 af Routed to Link DP2* : DP2* Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs / 2 Starting Elev= 58.12' Surf.Area= 1,825 sf Storage= 36 cf Peak Elev= 58.92' @ 15.65 hrs Surf.Area= 3,831 sf Storage= 2,481 cf (2,445 cf above start) Flood Elev= 60.00' Surf.Area= 5,982 sf Storage= 5,280 cf (5,244 cf above start) Plug-Flow detention time= 16.2 min calculated for 3.330 af (100% of inflow) Center-of-Mass det. time= 15.4 min ( 946.6 - 931.2 ) Volume Invert Avail.Storage Storage Description #1 58.10' 5,280 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 58.10 1,748 0 0 1,748 58.40 3,071 714 714 3,072 58.70 3,455 978 1,692 3,461 59.00 3,980 1,114 2,806 3,990 59.50 5,982 2,474 5,280 5,996 Proposed Conditions NOAA 24-hr D 100-yr Rainfall=7.74"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 54HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 58.10'18.0" Round Culvert L= 14.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 58.10' / 58.03' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #2 Secondary 58.70'40.0' long + 3.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.33 cfs @ 11.27 hrs HW=58.69' TW=58.67' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.33 cfs @ 0.75 fps) Secondary OutFlow Max=10.02 cfs @ 15.65 hrs HW=58.92' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 10.02 cfs @ 1.14 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 Connecticut, Western Part Natural Resources Conservation Service March 18, 2025 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, Western Part.................................................................10 13—Walpole sandy loam, 0 to 3 percent slopes.........................................10 306—Udorthents-Urban land complex........................................................11 701A—Ninigret fine sandy loam, 0 to 3 percent slopes..............................12 Soil Information for All Uses...............................................................................15 Soil Properties and Qualities..............................................................................15 Soil Qualities and Features.............................................................................15 Hydrologic Soil Group.................................................................................15 References............................................................................................................20 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 4630100463020046303004630400463050046306004630100463020046303004630400463050046306004630700698300 698400 698500 698600 698700 698800 698900 699000 699100 699200 698300 698400 698500 698600 698700 698800 698900 699000 699100 699200 41° 48' 11'' N 72° 36' 49'' W41° 48' 11'' N72° 36' 6'' W41° 47' 50'' N 72° 36' 49'' W41° 47' 50'' N 72° 36' 6'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 200 400 800 1200 Feet 0 50 100 200 300 Meters Map Scale: 1:4,480 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: State of Connecticut, Western Part Survey Area Data: Version 2, Aug 30, 2024 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 14, 2022—Oct 6, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 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 22.5 21.5% 306 Udorthents-Urban land complex 41.6 39.8% 701A Ninigret fine sandy loam, 0 to 3 percent slopes 40.5 38.7% Totals for Area of Interest 104.5 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The Custom Soil Resource Report 8 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, Western Part 13—Walpole sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2svkl Elevation: 0 to 1,350 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 Landform position (three-dimensional):Tread 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: Negligible 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 to very slightly saline (0.0 to 2.0 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 Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Linear Ecological site:F144AY027MA - Moist Sandy Outwash Hydric soil rating: No Scarboro Percent of map unit:10 percent Landform:Depressions Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Ecological site:F144AY031MA - Very Wet Outwash 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 Map Unit Composition Udorthents and similar soils:50 percent Urban land:39 percent Minor components:11 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Udorthents Setting Parent material:Human-transported material Typical profile ^A - 0 to 5 inches: loam ^C1 - 5 to 21 inches: gravelly loam ^C2 - 21 to 79 inches: very gravelly sandy loam Properties and qualities Slope:0 to 25 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Custom Soil Resource Report 11 Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Very low to high (0.00 to 1.98 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Hydric soil rating: No Description of Urban Land Typical profile M - 0 to 6 inches: cemented material Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydrologic Soil Group: D Hydric soil rating: Unranked Minor Components Udorthents, wet substratum Percent of map unit:9 percent Hydric soil rating: No Rock outcrop Percent of map unit:2 percent Landform:Hills Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No 701A—Ninigret fine sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2y07d Elevation: 0 to 1,260 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Ninigret and similar soils:85 percent Custom Soil Resource Report 12 Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ninigret Setting Landform:Outwash terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Concave Parent material:Coarse-loamy eolian deposits over sandy and gravelly glaciofluvial deposits derived from gneiss and/or granite and/or schist and/or phyllite Typical profile Ap - 0 to 8 inches: fine sandy loam Bw1 - 8 to 16 inches: fine sandy loam Bw2 - 16 to 26 inches: fine sandy loam 2C - 26 to 65 inches: loamy sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:18 to 38 inches to strongly contrasting textural stratification Drainage class:Moderately well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.14 to 14.17 in/hr) Depth to water table:About 16 to 30 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 3.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B/D Ecological site: F144AY026CT - Moist Silty Outwash Hydric soil rating: No Minor Components Agawam Percent of map unit:5 percent Landform:Outwash terraces Landform position (three-dimensional):Tread Down-slope shape:Convex Across-slope shape:Convex Ecological site:F145XY008MA - Dry Outwash Hydric soil rating: No Merrimac Percent of map unit:5 percent Landform:Outwash terraces Landform position (three-dimensional):Riser, tread Down-slope shape:Convex Custom Soil Resource Report 13 Across-slope shape:Convex Ecological site:F145XY008MA - Dry Outwash Hydric soil rating: No Tisbury Percent of map unit:3 percent Landform:Outwash terraces Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Ecological site:F144AY026CT - Moist Silty Outwash Hydric soil rating: No Raypol Percent of map unit:2 percent Landform:Drainageways Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Concave Ecological site:F144AY028MA - Wet Outwash Hydric soil rating: Yes Custom Soil Resource Report 14 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. 15 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 16 17 Custom Soil Resource Report Map—Hydrologic Soil Group 4630100463020046303004630400463050046306004630100463020046303004630400463050046306004630700698300 698400 698500 698600 698700 698800 698900 699000 699100 699200 698300 698400 698500 698600 698700 698800 698900 699000 699100 699200 41° 48' 11'' N 72° 36' 49'' W41° 48' 11'' N72° 36' 6'' W41° 47' 50'' N 72° 36' 49'' W41° 47' 50'' N 72° 36' 6'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 200 400 800 1200 Feet 0 50 100 200 300 Meters Map Scale: 1:4,480 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: State of Connecticut, Western Part Survey Area Data: Version 2, Aug 30, 2024 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 14, 2022—Oct 6, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 18 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 22.5 21.5% 306 Udorthents-Urban land complex B 41.6 39.8% 701A Ninigret fine sandy loam, 0 to 3 percent slopes B/D 40.5 38.7% Totals for Area of Interest 104.5 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 19 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 20 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 21 APPENDIX D NOAA Atlas 14 Precipitation Data NOAA Atlas 14, Volume 10, Version 3 Location name: South Windsor, Connecticut, USA* Latitude: 41.7998°, Longitude: -72.6099° Elevation: 63 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sandra Pavlovic, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Orlan Wilhite NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.334 (0.262‑0.426) 0.406 (0.318‑0.518) 0.523 (0.408‑0.670) 0.620 (0.480‑0.799) 0.753 (0.565‑1.02) 0.854 (0.627‑1.18) 0.959 (0.684‑1.38) 1.08 (0.727‑1.58) 1.25 (0.809‑1.90) 1.39 (0.878‑2.16) 10-min 0.474 (0.371‑0.604) 0.575 (0.450‑0.734) 0.740 (0.577‑0.948) 0.878 (0.681‑1.13) 1.07 (0.800‑1.44) 1.21 (0.888‑1.67) 1.36 (0.969‑1.95) 1.53 (1.03‑2.24) 1.77 (1.15‑2.70) 1.96 (1.24‑3.06) 15-min 0.557 (0.436‑0.710) 0.676 (0.529‑0.863) 0.871 (0.679‑1.12) 1.03 (0.801‑1.33) 1.26 (0.942‑1.70) 1.42 (1.04‑1.96) 1.60 (1.14‑2.29) 1.80 (1.21‑2.64) 2.08 (1.35‑3.17) 2.31 (1.46‑3.60) 30-min 0.746 (0.585‑0.951) 0.908 (0.711‑1.16) 1.17 (0.915‑1.50) 1.39 (1.08‑1.79) 1.70 (1.27‑2.29) 1.92 (1.41‑2.66) 2.16 (1.54‑3.10) 2.43 (1.64‑3.57) 2.81 (1.82‑4.29) 3.13 (1.98‑4.87) 60-min 0.935 (0.733‑1.19) 1.14 (0.892‑1.46) 1.48 (1.15‑1.89) 1.75 (1.36‑2.26) 2.14 (1.60‑2.88) 2.42 (1.78‑3.34) 2.72 (1.94‑3.91) 3.06 (2.06‑4.50) 3.55 (2.30‑5.41) 3.94 (2.50‑6.14) 2-hr 1.21 (0.957‑1.54) 1.47 (1.16‑1.87) 1.89 (1.48‑2.41) 2.24 (1.75‑2.87) 2.72 (2.05‑3.66) 3.08 (2.28‑4.24) 3.46 (2.49‑4.97) 3.91 (2.64‑5.71) 4.58 (2.98‑6.94) 5.14 (3.26‑7.96) 3-hr 1.40 (1.11‑1.77) 1.69 (1.34‑2.14) 2.18 (1.71‑2.76) 2.57 (2.01‑3.28) 3.12 (2.37‑4.19) 3.53 (2.62‑4.86) 3.97 (2.88‑5.70) 4.50 (3.05‑6.55) 5.30 (3.45‑8.01) 5.99 (3.81‑9.22) 6-hr 1.75 (1.39‑2.19) 2.12 (1.69‑2.67) 2.74 (2.16‑3.45) 3.24 (2.55‑4.11) 3.94 (3.01‑5.26) 4.46 (3.34‑6.10) 5.02 (3.66‑7.19) 5.71 (3.88‑8.26) 6.77 (4.42‑10.2) 7.69 (4.91‑11.8) 12-hr 2.12 (1.70‑2.65) 2.60 (2.08‑3.25) 3.38 (2.69‑4.24) 4.03 (3.19‑5.08) 4.92 (3.78‑6.54) 5.58 (4.20‑7.61) 6.30 (4.62‑8.99) 7.19 (4.91‑10.3) 8.58 (5.62‑12.8) 9.78 (6.26‑14.9) 24-hr 2.47 (1.99‑3.07) 3.08 (2.47‑3.82) 4.06 (3.25‑5.06) 4.88 (3.88‑6.11) 6.00 (4.64‑7.95) 6.83 (5.18‑9.28) 7.74 (5.73‑11.0) 8.90 (6.09‑12.7) 10.7 (7.06‑15.9) 12.4 (7.93‑18.7) 2-day 2.80 (2.27‑3.45) 3.53 (2.86‑4.36) 4.74 (3.82‑5.86) 5.73 (4.59‑7.14) 7.11 (5.54‑9.39) 8.10 (6.20‑11.0) 9.22 (6.91‑13.2) 10.7 (7.36‑15.2) 13.2 (8.67‑19.4) 15.4 (9.88‑23.0) 3-day 3.05 (2.48‑3.74) 3.85 (3.13‑4.74) 5.18 (4.18‑6.38) 6.27 (5.04‑7.78) 7.78 (6.08‑10.3) 8.87 (6.82‑12.0) 10.1 (7.61‑14.4) 11.8 (8.10‑16.7) 14.5 (9.58‑21.3) 17.0 (11.0‑25.4) 4-day 3.26 (2.66‑4.00) 4.12 (3.36‑5.05) 5.53 (4.48‑6.80) 6.70 (5.39‑8.28) 8.30 (6.50‑10.9) 9.46 (7.28‑12.8) 10.8 (8.12‑15.3) 12.5 (8.64‑17.7) 15.5 (10.2‑22.6) 18.1 (11.7‑27.0) 7-day 3.85 (3.15‑4.69) 4.81 (3.94‑5.87) 6.38 (5.20‑7.81) 7.69 (6.22‑9.46) 9.48 (7.45‑12.4) 10.8 (8.32‑14.5) 12.2 (9.24‑17.3) 14.2 (9.81‑19.9) 17.4 (11.5‑25.3) 20.2 (13.1‑29.9) 10-day 4.45 (3.66‑5.41) 5.47 (4.48‑6.64) 7.12 (5.82‑8.69) 8.50 (6.90‑10.4) 10.4 (8.18‑13.5) 11.8 (9.09‑15.7) 13.3 (10.0‑18.6) 15.3 (10.6‑21.4) 18.5 (12.3‑26.8) 21.4 (13.9‑31.6) 20-day 6.41 (5.30‑7.73) 7.48 (6.17‑9.03) 9.23 (7.59‑11.2) 10.7 (8.72‑13.0) 12.7 (10.0‑16.2) 14.2 (10.9‑18.6) 15.8 (11.8‑21.5) 17.7 (12.4‑24.6) 20.7 (13.8‑29.7) 23.2 (15.1‑34.0) 30-day 8.10 (6.71‑9.73) 9.19 (7.61‑11.1) 11.0 (9.06‑13.3) 12.5 (10.2‑15.1) 14.5 (11.5‑18.4) 16.1 (12.4‑20.8) 17.7 (13.2‑23.8) 19.5 (13.7‑26.9) 22.2 (14.9‑31.7) 24.3 (15.9‑35.6) 45-day 10.2 (8.51‑12.2) 11.4 (9.44‑13.6) 13.2 (10.9‑15.9) 14.7 (12.1‑17.8) 16.9 (13.3‑21.2) 18.5 (14.2‑23.7) 20.1 (14.9‑26.7) 21.8 (15.4‑29.9) 24.1 (16.2‑34.3) 25.9 (16.9‑37.6) 60-day 12.0 (10.0‑14.4) 13.2 (11.0‑15.8) 15.1 (12.5‑18.1) 16.7 (13.8‑20.2) 18.9 (15.0‑23.6) 20.6 (15.9‑26.2) 22.3 (16.4‑29.2) 23.9 (16.8‑32.6) 25.9 (17.4‑36.7) 27.3 (17.8‑39.6) 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 3/3/25, 9:36 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.7998&lon=-72.6099&data=depth&units=english&series=pds 1/4 Back to Top Maps & aerials Small scale terrain 3/3/25, 9:36 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.7998&lon=-72.6099&data=depth&units=english&series=pds 2/4 Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi 3/3/25, 9:36 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.7998&lon=-72.6099&data=depth&units=english&series=pds 3/4 Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer + – 100km 60mi 3/3/25, 9:36 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.7998&lon=-72.6099&data=depth&units=english&series=pds 4/4 APPENDIX E Water Quality Calculations 328 Burnham Street - DPI Project No: 5248 April 30, 2025 Proposed Disturbed Area P1 & P2 Water Quality Volume (WQV) = (P)(R)(A)/12, where: P = Design Precipitation (1.3 inches) R = Volumetric Runoff Coefficient R = 0.05 + 0.009(I), where I = Percent Impervious Cover I =64.19 % R = 0.05 + 0.009(I) R = 0.05 + 0.009 x 64.19 R = 0.628 A = Drainage Area in Acres =1.07 ac WQV = (P)(R)(A)/12 WQV =1.3 in x 0.628 x 1.07 ac WQV =0.07 acre-feet 3,178.40 cft Total WQV:0.07 ac-ft 3,178.40 cft Proposed 12 As outlined above, the Water Quality Volume was calculated considering drainage areas P1 and P2 with a design precipitation of 1.3 inches as recomended in the 2024 CT Stormwater Quality Manual. The total estimated volume is based on the summation of the volumes distributed between both drainage areas 0.09 ac-ft (3,180.22 cft) to be distributed between the forebay and wet pool of Water Quality Basin 1 (WQB1) at 317.84 cft and 2,860.56 cft respectivey. The proposed Water Quality Basin is anticipated to provide 790.50 cft of forebay storage and 3,122.62 cft of wet pool storage. This complies with the 10% forebay and 90% wet storage volume recomended in the 2024 CT Stormwater Quality Manual. Page 1 328 Burnham Street - DPI Project No: 5248 April 30, 2025 Proposed Disturbed Area P3 (P3A & P3B) Water Quality Volume (WQV) = (P)(R)(A)/12, where: P = Design Precipitation (1.3 inches) R = Volumetric Runoff Coefficient R = 0.05 + 0.009(I), where I = Percent Impervious Cover I =49.50 % R = 0.05 + 0.009(I) R = 0.05 + 0.009 x 49.5 R = 0.496 A = Drainage Area in Acres =0.29 ac WQV = (P)(R)(A)/12 WQV =1.3 in x 0.496 x 0.29 ac WQV =0.02 acre-feet 680.43 cft Total WQV:0.02 ac-ft 680.43 cft 12 Proposed As outlined above, the Water Quality Volume was calculated considering drainage area P3 with a design precipitation of 1.3 inches as recomended in the 2024 CT Stormwater Quality Manual. The total estimated volume is 0.01 ac-ft (680.43 cft) to be satisfied by the wet pool of Water Quality Basin 2 (WQB2). The proposed basin is anticipated to provide 2,042.19 cft of wet pool storage. This complies with the 100% water qaulity volume recomended in the 2024 CT Stormwater Quality Manual. Page 2 APPENDIX F Pipe Flow Calculation Partially Full Pipe Flow Calculations - U.S. Units II. Calculation of Discharge, Q, and average velocity, V for pipes more than half full Instructions: Enter values in blue boxes. Calculations in yellow Inputs Pipe Diameter, D = 24 in Depth of low, y = 23 in (must have y > D/2) Full Pipe Manning roughness, n = 0.013 Channel bottom slope, S = 0.003 ft/ft Calculations n/n = 1.0208 Partially Full Manning roughness, n = 0.013 Pipe Diameter, D =2 ft Pipe Radius, r =1 ft Circ. Segment Height, h =0.083 ft Central Angle, q =0.82 radians Cross-Sect. Area, A =3.10 ft Wetted Perimeter, P =5.5 ft Hydraulic Radius, R =0.57 ft Discharge, Q =13.05 cfs Ave. Velocity, V =4.21 ft/sec pipe % full [(A/A )*100%] = 98.6% full full 2 full 4/30/25, 3:00 PM Partially Full Pipe Flow Calculations - U.S. Units https://www.engineersedge.com/fluid_flow/partially_full_pipe_flow_calculation/partiallyfullpipeflow_calculation.htm 1/1 P3A P3A P3B P3B P6 P6 43L Combined Routing Diagram for 5248 - Drainage Analysis Prepared by Design Professionals, Inc. , Printed 4/30/2025 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.88"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=6,277 sf 100.00% Impervious Runoff Depth=4.64"Subcatchment P3A: P3A Tc=6.0 min CN=98 Runoff=0.65 cfs 0.056 af Runoff Area=6,412 sf 35.75% Impervious Runoff Depth=2.97"Subcatchment P3B: P3B Tc=7.0 min CN=82 Runoff=0.48 cfs 0.036 af Runoff Area=1,120,801 sf 14.50% Impervious Runoff Depth=2.19"Subcatchment P6: P6 Flow Length=2,013' Tc=270.8 min CN=73 Runoff=8.72 cfs 4.689 af Inflow=8.76 cfs 4.781 afLink 43L: Combined Primary=8.76 cfs 4.781 af Total Runoff Area = 26.021 ac Runoff Volume = 4.781 af Average Runoff Depth = 2.20" 84.90% Pervious = 22.093 ac 15.10% Impervious = 3.929 ac Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.00"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=6,277 sf 100.00% Impervious Runoff Depth=5.76"Subcatchment P3A: P3A Tc=6.0 min CN=98 Runoff=0.80 cfs 0.069 af Runoff Area=6,412 sf 35.75% Impervious Runoff Depth=3.99"Subcatchment P3B: P3B Tc=7.0 min CN=82 Runoff=0.64 cfs 0.049 af Runoff Area=1,120,801 sf 14.50% Impervious Runoff Depth=3.09"Subcatchment P6: P6 Flow Length=2,013' Tc=270.8 min CN=73 Runoff=12.46 cfs 6.622 af Inflow=12.51 cfs 6.741 afLink 43L: Combined Primary=12.51 cfs 6.741 af Total Runoff Area = 26.021 ac Runoff Volume = 6.741 af Average Runoff Depth = 3.11" 84.90% Pervious = 22.093 ac 15.10% Impervious = 3.929 ac APPENDIX G Drainage Area Maps ©···esignrofessionals ©···esignrofessionals © 2025 Microsoft Corporation © 2025 Maxar ©CNES (2025) Distribution Airbus DS ©···esignrofessionals © 2025 Microsoft Corporation © 2025 Maxar ©CNES (2025) Distribution Airbus DS ©···esignrofessionals PLANNING DEPARMENT IN-HOUSE REFERRAL FORM DATE: 6-10-25 TO: Michael Maniscalco, Walter Summers, Kevin Vincens, John Henault, Molly Keays, Andrew Abbagnaro, Kevin Cooney, Tony Manfre, Autum Burke, Dave Turkington, Andrea Cofrancesco, Vincent Stetson, David Gesualdi, Marc Melanson, Scott Roberts, Trishanna Branford, Michele Lipe, Marco Mucciacciaro FROM: Justin Russo, PLA, Assistant Planner The Planning & Engineering Departments have received plans for the following projects: Appl. 25-29P 328 Burnham, LLC Industrial Flex Location: 328 Burnham Street Site Plan Subdivision No. Acres 1.72 Zone I Industrial Commercial Residential No. Lots/Units Unit 16 Water: Public Private Well Sewerage: Public Septic System Site plan for industrial flex space, special exception for rental property. Project Description: Future Town-owned property involved? Yes No new street(s) new detention area new open space/recreation area active passive Planning Department notes: Visit https://www.southwindsor-ct.gov/planning-department/pages/planning-and-zoning- commission-applications to review pending applications Please comment by 6-24-25 and return to the Planning Department. PLANNING DEPARTMENT CERTIFIED MAIL #7022 2410 0000 6508 7082 June 11.2025 Kelly Bilodeau Town Clerk Town of East Hartford 740 Main Street East Hartford.CT 06108 Dear Ms.Bilodeau: Re:Notice to Adjoining Municipalities In accordance with Connecticut General Statutes concerning notification to municipalities regarding Planning &Zoning Commission applications that could affect the abutting town.we hereby notify you ofthe application #25—29P,submitted by 328 Bumham.LLC.c/o Tyler Maneeley. The applicant requests a site plan approval to construct a multi—tenant industrial flex building totaling 12.41 1 sfl.and a special exception to Table 4.1.1A to allow for a residential rental unit.on property located at 328 Burnham Street.I zone.The application materials can be Viewed at httpsz,\\w“.south\\‘indsor»ct.um“planning— department/pages,planning-and-zoning-co1n1nission-applications under Pending Applications. This application is tentatively scheduled to be heard by the Planning &Zoning Commission on Julv 8.2025 in the Council Chambers ofthe South Windsor Town Hall. If you have any questions.please feel free to contact the Planning Department at (860)644-251 1.ext.2252. Verv trulv ours.y Mi M.Lipe.AICP Director of Planning MML/js cc:Carlene Shaw.East Hartford Town Planner 15AU Sullivan Avenue.South Windsor,CT DBD74 i Tel (860)644-2511 Ext 2329 i Planning@SuuthWindsar»CT.gnv c e Town of SoUTH wInDSoR BUIlDIng DepaRTmenT 1540 Sullivan Ave. South Windsor, CT 06074 Tel. (860) 644-2511 Ext 2230 June 11, 2025 PZC Application 25-29P Industrial Flex 328 Burnham St 328 Burnham LLC 12,411 sq. ft. Building The application has been reviewed under the 2022 CT State Building Codes. After reviewing this application, I have the following comments and questions regarding this application. 1) The site plan shows 9 separate units. The architectural drawings show 1 unit. If separate units, then you will need an accessible route to each unit. 2) If separate units, the Accessible parking space should be in the middle of the building. 3) Need to show that the controls for the EV charging space will be accessible. 4) The Frontage increase factor that the architect used is incorrect because less than 75% of the building is more than 30 feet from the property line. That could make the building too big for the construction type. Be advised that this is a review for the Planning and Zoning application only and not for any other permits. If you have any questions, please feel free to contact me. Marc Melanson Building Official 1540 Sullivan Avenue, South Windsor, CT 06074 phone 860-644-2511, ext. 2229 e-mail justin.russo@southwindsor-ct.gov Memo To: Barbara Schmitt, PLA, LEED AP From: Justin F. Russo, PLA, Assistant Planner Date: 6/16/25 Re: Appl #25-29P, 328 Burnham LLC Planning Review Comments The following are the Planning Department comments. Engineering and Building Department comments are attached. Please make the necessary revisions and submit three COMPLETE sets of full-size revised plans and 10 sets of 11”x17” plans no later than 7/1/25 to be sent out with the agenda (tentatively scheduled for 7/8/25). Site Plan Comments 1. Drawing C-SP1 a. This project site shall be treated as one parcel with this application. The deed shall be re-written and submitted to reflect as such, and the drawings shall be revised per the following: i. The existing column of the zoning table shall be calculated based on the existing house. ii. The deed parcel line shall be removed from all drawings. iii. There shall only be one set of setbacks for the entire property. b. The dumpster enclosure shall be screened on all four sides per Section 6.6.3 of our Zoning Regulations. c. Is there any outdoor storage proposed on this site? d. The striped area in the northeast parking lot is indicated as trailer parking. Please clarify which types of trailers are expected to be parked there. Is this long-term parking? e. Please address and adhere to the performance standards of Section 4.5.8 of our Zoning Regulations. At least two no idling signs shall be installed in locations clearly visible to tenants of the flex building. f. Per Section 6.4.5(D) of our Zoning Regulations, suitable barriers shall be installed between parking spaces and building entrances. g. Please remove any reference to the “Large Garage Exterior Spaces”. Per Section 6.4.5(F)(3) of our Zoning Regulations, no such area shall be credited as parking space that is in any part also credited or used as a loading space. h. Please add the new building number and units to the plan. The flex building shall be #320 Burnham Street and the units shall be designated A through I, starting with the unit nearest to the road. i. Is any signage proposed? South Windsor Planning Department Appl #25-11P, 555 Nutmeg Road North 1540 Sullivan Avenue, South Windsor, CT 06074 phone 860-644-2511, ext. 2229 e-mail justin.russo@southwindsor-ct.gov j. In addition to the proposed landscaping, a barrier such as a privacy fence shall be installed to separate the residential use from the industrial use. 2. Drawing C-UT1 a. Please confirm that the electrical line running from the proposed pole to the proposed building will be buried underground. 3. Drawing C-LP1 a. Rhododendron maximum is not an appropriate wetland plant as they are susceptible to Phytophthora root rot in poorly drained soils. Based on the wetlands report prepared by Ian Cole, the Walpole soils are very poorly drained and can have water at or near the ground surface throughout most of the year. Please swap for either Viburnum dentatum or Vaccinium corymbosum, as these species were identified on site in the wetland. b. Considering proximity to the proposed water quality basin and existing wetland, Pieris japonica ‘Mountain Fire’ shall be swapped for native species of high ecological value for our native fauna. Suggested species include Viburnum dentatum, Vaccinium corymbosum, Cornus amomum, or Clethra alnifolia. c. For future reference, when using plants and seed mixes with the goal of the creation or restoration of wetlands, or the creation of pollinator habitat, it is most beneficial to use plants and seed from our local ecoregion. I encourage the landscape architect to explore using plants and seed grown in ecoregion 59 for future projects, and if feasible, revise the seed mix accordingly for this project. 4. Drawing C-LT1 a. The light levels on site are high for typical industrial employee parking. Levels shall be decreased to meet standards outlined in Section 11.3 Appendix C of our Zoning Regulations. b. Fixtures SL3W and SL3M shall utilize house side shields to reduce backlight, protecting the existing residence on site and the northern wetland & woodland. c. Proposed light fixtures shall be controlled by dimmers, timers, and sensors to turn lights off after normal business hours. This prevents unnecessary lighting and will ultimately save the property owner money in electric costs. 5. Drawing C-D2 a. There is a detail for a vinyl privacy fence. Where will this be installed? Can it be used to separate the residential use from the industrial use? 6. Drawing V-1 a. There is an existing brick walkway between 328 Burnham Street and 338 Burnham Street. Will this connection remain? If so, a cross travel easement will be required. If you have any questions, please do not hesitate to contact me. MEMORANDUM To:Michele Lipe,Director of Planning Justin Russo Autum Burke [\From:John Henalult,P.E.,Project Engineer ‘R ~ Date:June l6,2025 Re:App 25-29P —328 Burnham lndustriai Flex i have reviewed the above Site Plans and have the following Engineering comments: 1.ln Appendix F,please tabulate and provide pipe flow calculations for the 24—inch HDPE pipe from FE—06 to OCS-Ol,the 18-inch HDPE pipe from FE—04 to OCS-Ol,the 24-inch HDPE pipe from FE-O4 to OCS-Ol,and the 24-inch pipe from OCS—Ol to FE—05.Pipe flow calculations were provided in Appendix F for the 24-inch HDPE from FE-Ol to FE-03 -please also include that in the tabulations. 2.WPCA review and approval is required for this application. 3.Daily and peak sanitary flow calculations were provided in a response to comments for an earlier submission.Please show the daily and peak sanitary sewer flows expected from this building on the Utilities Plan (Sheet C—UTI). 4.Please show the proposed sanitary sewer connection/line on Sheet C—UTI,along with the gas line,water supply line,and electrical services line. Please let us know ifthere are any questions. ARCHITECTURAL AND DESIGN REVIEW COMMITTEE CHECKLIST NAME;320 Burnham Industrial Flex LOCATION:320 &328 Burnham Street TYPE OF PROJECT;Industrial Flex building on lot with existing residence The following items must be submitted at the time of a site plan application for an industrial or commercial building,or high-density housing 1 A4 l 3.Types,styles and colors of building mateiials,exterior facades and facing,and fenestrations (samples suggested) n/a 4.Special architectural features (if applicable) AZ 5r Colors,materials,and location of lighting n/a .Design of signs n/a .Mechanical hardware proposed on or around the building and roof,including trash compactor, and auxiliary storage areas _\Z A; Site plan of the property Architectural elevations of the proposed building(s) r Landscape plan indicating location,types,sizes,and quantities of proposed plant materials .Lighting plans (including an isolux diagram) All ofthe above-required information/materials have been provided. ,?,/6/26/25 Signature Date L Barbara Schmitt Print Name Please be aware that missing information or incomplete information may result in a delay in action by the Committee on this application. 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Re:Appl.25-29P,328 Bumham,LLC a request for a site plan approval to construct a multi— tenant industrial flex building totaling 12.411 sf..and special exception to Table 4.1.1A to allow for a residential rental unit on property located at 328 Burnham Street.l zone. Please be advised that the Public Hearing ofthe Planning &Zoning Commission for the above referenced matter has been scheduled for Tuesday,July 22,2025. This meeting will be held in the Council Chambers ofthe 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 Burnham Street frontage by Saturday.July 12,2025. Signs can be picked up at the Planning office ofthe South Windsor Town Hall,1540 Sullivan Avenue.Please call (860)644—2511 ext.2329 if you have any questions.Monday 8:00 a.m.i 7:00 p.m..Tuesday —Thursday 8:00 a.m.i 4:30 p.m.and Friday 8:00 a.m.i 1:00 p.m. Sincerely. WJK Joshua Stern Administrative Secretary/Land Use Coordinator 1540 Sullivan Avenue,South Windsur,CT 06074 l Tel (860)$444511 Ext 2329 i Planning@SnuthWindsnr-Cl.gnv G:\jobs\5248\Docs\Applications\Town Comments and Responses\5248 320 Burnham Comments Responses.docx P.O. BOX 1167 58 CONNECTICUT AVENUE, SUITE H SOUTH WINDSOR, CT 06074 PHONE: 860.291.8755 www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / LAND SURVEYORS / PLANNERS / LANDSCAPE ARCHITECTS Serving Connecticut, Massachusetts, & Rhode Island July 15, 2025 DPI# 5284 Town of South Windsor, CT Attn; Mr. Justin F. Russo, PLA – Assistant Town Planner 1540 Sullivan Avenue South Windsor, CT Re: App# 25-29P/ 320 Burnham Street (328 Burnham LLC) Planning and Building Department Comments 320 & 328 Burnham Street Dear Mr. Russo, This letter addresses the Planning Department, Building Department comments dated June 16, 2025. Revised plans accompany this correspondence; our responses are in bold. Planning Department Comments 1. Drawing C-SP1 a. This project site shall be treated as one parcel with this application. The deed shall be re- written and submitted to reflect as such, and the drawings shall be revised per the following: i. The existing column of the zoning table shall be calculated based on the existing house. ii. The deed parcel line shall be removed from all drawings. iii. There shall only be one set of setbacks for the entire property. Acknowledged. The deed and parcel line edits will occur prior to final plans when the deed is filed and the survey is updated. The zoning table has been updated with the information regarding the existing house. b. The dumpster enclosure shall be screened on all four sides per Section 6.6.3 of our Zoning Regulations. Gate added to dumpster enclosure. c. Is there any outdoor storage proposed on this site? Any outdoor storage will occur in the area currently labeled as trailer parking. Mr. Jeff Doolittle, Town Engineer June 8, 2021 Page 2 G:\jobs\5248\Docs\Applications\Town Comments and Responses\5248 320 Burnham Comments Responses.docx d. The striped area in the northeast parking lot is indicated as trailer parking. Please clarify which types of trailers are expected to be parked there. Is this long-term parking? Trailer attachments related to the owner’s landscape business for active use and some outdoor storage related to the landscape business in that area, as well. e. Please address and adhere to Section 4.5.8 of our Zoning Regulations. At least two no idling signs shall be installed in locations clearly visible to tenants of the flex building. Two “No Idling” building mounted signs have been added to the plans. f. Per Section 6.4.5(D) of our Zoning Regulations, suitable barriers shall be installed between parking spaces and building entrances. Wheel stops have been added to the parking spaces in front of the building. g. Please remove any reference to the “Large Garage Exterior Spaces”. Per Section 6.4.5(F)(3) of our Zoning Regulations, no such area shall be credited as parking space that is in any part also credited or used as a loading space. References to the “large garage exterior spaces” have been removed. h. Please add the new building number and units to the plan. The flex building shall be #320 Burnham Street and the units shall be designated A through I, starting with the unit nearest to the road. The building number and units have been added to the plans. The project title has also been updated to reflect the address of the proposed building. i. Is any signage proposed? Signage is not proposed at this time. j. In addition to the proposed landscaping, a barrier such as a privacy fence shall be installed to separate the residential use from the industrial use. A white vinyl fence has been added to separate the residential use from the industrial. 2. Drawing C-UT1 a. Please confirm that the electrical line running from the proposed pole to the proposed building will be buried underground. The plans referenced an overhead electrical line and for the final design to be coordinated with the utility company. If the line from the proposed pole to the building needs to be underground, it has been noted on the plans. 3. Drawing C-LP1 a. Rhododendron maximum is not an appropriate wetland plant as they are susceptible to Phytophthora root rot in poorly drained soils. Based on the wetlands report prepared by Ian Mr. Jeff Doolittle, Town Engineer June 8, 2021 Page 3 G:\jobs\5248\Docs\Applications\Town Comments and Responses\5248 320 Burnham Comments Responses.docx Cole, the Walpole soils are very poorly drained and can have water at or near the ground surface throughout most of the year. Please swap for either Viburnum dentatum or Vaccinium corymbosum, as these species were identified on site in the wetland. Swap has been made with the Viburnum dentatum. b. Considering proximity to the proposed water quality basin and existing wetland, Pieris japonica ‘Mountain Fire’ shall be swapped for native species of high ecological value for our native fauna. Suggested species include Viburnum dentatum, Vaccinium corymbosum, Cornus amomum, or Clethra alnifolia. The Mountain Fire has been replaced with the Clethra and the Viburnum dentatum. c. For future reference, when using plants and seed mixes with the goal of the creation or restoration of wetlands, or the creation of pollinator habitat, it is most beneficial to use plants and seed from our local ecoregion. I encourage the landscape architect to explore using plants and seed grown in ecoregion 59 for future projects, and if feasible, revise the seed mix accordingly for this project. Acknowledged. 4. Drawing C-LT1 a. The light levels on site are high for typical industrial employee parking. Levels shall be decreased to meet standards outlined in Section 11.3 Appendix C of our Zoning Regulations. Lighting levels adjusted for standard “Low- Industrial Employee”. b. Fixtures SL3W and SL3M shall utilize house side shields to reduce backlight, protecting the existing residence on site and the northern wetland & woodland. Side shields added. c. Proposed light fixtures shall be controlled by dimmers, timers, and sensors to turn lights off after normal business hours. This prevents unnecessary lighting and will ultimately save the property owner money in electric costs. Plans noted for lighting to be controlled via timeclock and to be turned off after normal business hours. 5. Drawing C-D2 a. There is a detail for a vinyl privacy fence. Where will this be installed? Can it be used to separate the residential use from the industrial use? The vinyl fencing used for the dumpster enclosure is to be the same fencing type for the separation from residential to industrial use. Mr. Jeff Doolittle, Town Engineer June 8, 2021 Page 4 G:\jobs\5248\Docs\Applications\Town Comments and Responses\5248 320 Burnham Comments Responses.docx 6. Drawing V-1 a. There is an existing brick walkway between 328 Burnham Street and 338 Burnham Street. Will this connection remain? If so, a cross travel easement will be required. Brick walk noted to removed to property line. No cross travel easement shall be needed. Building Department Comments 1) The site plan shows 9 separate units. The architectural drawings show 1 unit. If separate units, then you will need an accessible route to each unit. Site plan has been updated to show the 9 unit option. An accessible route in the form of pavement striping has been added to the front of the building. 2) If separate units, the Accessible parking space should be in the middle of the building. After discussion with the building department, the accessible space location will remain, an accessible striped path in front of the building has been added. 3) Need to show that the controls for the EV charging space will be accessible. Grading plan updated to show control being accessible. 4) The Frontage increase factor that the architect used is incorrect because less than 75% of the building is more than 30 feet from the property line. That could make the building too big for the construction type. Architectural plans have been updated to correct the frontage increase factor correction for this building type. Thank you for the review comments. Sincerely, Barbara Schmitt, PLA LEED AP Project Manager P.O. BOX 1167 58 CONNECTICUT AVE, SUITE H SOUTH WINDSOR, CT 06074 PHONE: 860.291.8755 FAX: 860.291.8757 www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / LAND SURVEYORS / PLANNERS / LANDSCAPE ARCHITECTS Serving Connecticu t, Massachusetts, & Rhode Island July 15, 2025 Town of South Windsor, CT Attn: John Henalult, P.E., Project Engineer 1540 Sullivan Avenue South Windsor, CT 06074 Re: 25-29P Response to Town Engineering Comments 328 Burnham Street LLC Dear Mr. Henalult, This letter addresses comments dated June 16, 2025. Initial comments are italicized for ease of reference. Our responses are bold: We have reviewed the above Site Plan and have the following Engineering comments, many of which deal with the stormwater drainage system: 1. ln Appendix F, please tabulate and provide pipe flow calculations for the 24—inch HDPE pipe from FE—06 to OCS-Ol, the 18-inch HDPE pipe from FE—04 to OCS-Ol, the 24-inch HDPE pipe from FE-O4 to OCS-Ol, and the 24-inch pipe from OCS—Ol to FE—05. Pipe flow calculations were provided in Appendix F for the 24-inch HDPE from FE-Ol to FE-03 – please also include that in the tabulations. Please see below for peak flows for the 10-yr and 25-yr storms, and determined capacity using the Mannings equation for the pipes requested. Mannings equation calculations and HydroCAD Results are included as an attachment to this response letter. Reach 10-year (cfs) 25-year (cfs) Capacity (Mannings Equation) FE-01 – FE-03 24” HDPE @ 0.3% (Combined link 43L) 8.76 12.51 13.05 FE-04 – OCS-01 18” HDPE @ 0.5% (WQB1 Primary Outlet) 1.39 1.30 8.44 FE-06 – OCS-01 24” HDPE @ 0.4% (DD1 Primary Outlet) 7.34 8.18 16.32 OCS-01 – FE-05 24” HDPE @ 0.5% (OCS Primary Outlet) 7.34 8.18 18.25 Page 2 2. WPCA review and approval is required for this application. Noted 3. Daily and peak sanitary flow calculations were provided in a response to comments for an earlier submission. Please show the daily and peak sanitary sewer flows expected from this building on the Utilities Plan (Sheet C—UTI). Daily and peak flows are now included on the utility plan sheet. 4. Please show the proposed sanitary sewer connection/line on Sheet C—UTI, along with the gas line, water supply line, and electrical services line. The sewer connection is shown on the utility plan sheet. DESIGN PROFESSIONALS INC. Daniel H. Jameson, P.E. Director of Engineering Enclosed Attachment A: 10-yr and 25-yr storm HydroCAD Results Attachment B: Pipe Flow Calculation Results ATTACHMENT A P3A P3A P3B P3B P6 P6 43L Combined Routing Diagram for 5248 - Drainage Analysis Prepared by Design Professionals, Inc. , Printed 4/30/2025 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.88"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=6,277 sf 100.00% Impervious Runoff Depth=4.64"Subcatchment P3A: P3A Tc=6.0 min CN=98 Runoff=0.65 cfs 0.056 af Runoff Area=6,412 sf 35.75% Impervious Runoff Depth=2.97"Subcatchment P3B: P3B Tc=7.0 min CN=82 Runoff=0.48 cfs 0.036 af Runoff Area=1,120,801 sf 14.50% Impervious Runoff Depth=2.19"Subcatchment P6: P6 Flow Length=2,013' Tc=270.8 min CN=73 Runoff=8.72 cfs 4.689 af Inflow=8.76 cfs 4.781 afLink 43L: Combined Primary=8.76 cfs 4.781 af Total Runoff Area = 26.021 ac Runoff Volume = 4.781 af Average Runoff Depth = 2.20" 84.90% Pervious = 22.093 ac 15.10% Impervious = 3.929 ac Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.00"5248 - Drainage Analysis Printed 4/30/2025Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=6,277 sf 100.00% Impervious Runoff Depth=5.76"Subcatchment P3A: P3A Tc=6.0 min CN=98 Runoff=0.80 cfs 0.069 af Runoff Area=6,412 sf 35.75% Impervious Runoff Depth=3.99"Subcatchment P3B: P3B Tc=7.0 min CN=82 Runoff=0.64 cfs 0.049 af Runoff Area=1,120,801 sf 14.50% Impervious Runoff Depth=3.09"Subcatchment P6: P6 Flow Length=2,013' Tc=270.8 min CN=73 Runoff=12.46 cfs 6.622 af Inflow=12.51 cfs 6.741 afLink 43L: Combined Primary=12.51 cfs 6.741 af Total Runoff Area = 26.021 ac Runoff Volume = 6.741 af Average Runoff Depth = 3.11" 84.90% Pervious = 22.093 ac 15.10% Impervious = 3.929 ac DD1 Drainage Depression OCS CB OCS WQB1 WQB1 Routing Diagram for 5248 - Drainage Analysis Prepared by Design Professionals, Inc. , Printed 7/15/2025 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.88"5248 - Drainage Analysis Printed 7/15/2025Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond DD1: Drainage Depression Inflow Area = 27.314 ac, 14.71% Impervious, Inflow Depth = 2.20" for 10-yr event Inflow = 8.93 cfs @ 15.89 hrs, Volume= 5.012 af Outflow = 8.92 cfs @ 15.90 hrs, Volume= 5.012 af, Atten= 0%, Lag= 0.4 min Primary = 7.34 cfs @ 15.91 hrs, Volume= 4.759 af Routed to Pond OCS : OCS Secondary = 1.58 cfs @ 15.90 hrs, Volume= 0.253 af Routed to Pond WQB1 : WQB1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs / 2 Starting Elev= 58.30' Surf.Area= 248 sf Storage= 178 cf Peak Elev= 59.92' @ 15.90 hrs Surf.Area= 680 sf Storage= 912 cf (733 cf above start) Plug-Flow detention time= 3.2 min calculated for 5.004 af (100% of inflow) Center-of-Mass det. time= 1.9 min ( 1,085.4 - 1,083.5 ) Volume Invert Avail.Storage Storage Description #1 57.00' 2,767 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 57.00 47 0 0 47 58.00 194 112 112 199 58.30 248 66 178 255 59.00 420 231 409 433 60.00 705 556 966 730 61.00 3,198 1,802 2,767 3,227 Device Routing Invert Outlet Devices #1 Primary 58.30'24.0" Round Culvert L= 72.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 58.30' / 58.00' S= 0.0042 '/' Cc= 0.900 n= 0.012, Flow Area= 3.14 sf #2 Secondary 59.80'15.0' long + 3.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=7.34 cfs @ 15.91 hrs HW=59.92' TW=59.43' (Dynamic Tailwater) 1=Culvert (Outlet Controls 7.34 cfs @ 3.67 fps) Secondary OutFlow Max=1.58 cfs @ 15.90 hrs HW=59.92' TW=58.77' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 1.58 cfs @ 0.85 fps) Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.88"5248 - Drainage Analysis Printed 7/15/2025Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond OCS: OCS Inflow Area = 28.178 ac, 16.82% Impervious, Inflow Depth = 2.10" for 10-yr event Inflow = 7.34 cfs @ 15.91 hrs, Volume= 4.930 af Outflow = 7.34 cfs @ 15.91 hrs, Volume= 4.930 af, Atten= 0%, Lag= 0.0 min Primary = 7.34 cfs @ 15.91 hrs, Volume= 4.930 af Routed to Link DP2* : DP2* Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs / 2 Peak Elev= 59.43' @ 15.91 hrs Flood Elev= 59.40' Device Routing Invert Outlet Devices #1 Primary 58.00'24.0" Round Culvert L= 60.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 58.00' / 57.70' S= 0.0050 '/' Cc= 0.900 n= 0.012, Flow Area= 3.14 sf Primary OutFlow Max=7.34 cfs @ 15.91 hrs HW=59.43' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 7.34 cfs @ 4.29 fps) Summary for Pond WQB1: WQB1 Inflow Area = 0.864 ac, 83.39% Impervious, Inflow Depth = 7.70" for 10-yr event Inflow = 3.74 cfs @ 12.13 hrs, Volume= 0.555 af Outflow = 3.64 cfs @ 12.13 hrs, Volume= 0.555 af, Atten= 3%, Lag= 0.1 min Primary = 1.39 cfs @ 12.06 hrs, Volume= 0.171 af Routed to Pond OCS : OCS Secondary = 2.81 cfs @ 12.13 hrs, Volume= 0.392 af Routed to Link DP2* : DP2* Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs / 2 Starting Elev= 58.12' Surf.Area= 1,825 sf Storage= 36 cf Peak Elev= 58.79' @ 12.13 hrs Surf.Area= 3,615 sf Storage= 2,023 cf (1,988 cf above start) Flood Elev= 60.00' Surf.Area= 5,982 sf Storage= 5,280 cf (5,244 cf above start) Plug-Flow detention time= 74.4 min calculated for 0.554 af (100% of inflow) Center-of-Mass det. time= 72.8 min ( 930.1 - 857.2 ) Volume Invert Avail.Storage Storage Description #1 58.10' 5,280 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 58.10 1,748 0 0 1,748 58.40 3,071 714 714 3,072 58.70 3,455 978 1,692 3,461 59.00 3,980 1,114 2,806 3,990 59.50 5,982 2,474 5,280 5,996 Proposed Conditions NOAA 24-hr D 10-yr Rainfall=4.88"5248 - Drainage Analysis Printed 7/15/2025Prepared by Design Professionals, Inc. Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 58.10'18.0" Round Culvert L= 14.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 58.10' / 58.03' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #2 Secondary 58.70'40.0' long + 3.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.43 cfs @ 12.06 hrs HW=58.78' TW=58.76' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.43 cfs @ 0.82 fps) Secondary OutFlow Max=2.72 cfs @ 12.13 hrs HW=58.79' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 2.72 cfs @ 0.74 fps) Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.00"5248 - Drainage Analysis Printed 7/15/2025Prepared by Design Professionals, Inc. Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond DD1: Drainage Depression Inflow Area = 27.314 ac, 14.71% Impervious, Inflow Depth = 3.11" for 25-yr event Inflow = 12.75 cfs @ 15.66 hrs, Volume= 7.068 af Outflow = 12.75 cfs @ 15.67 hrs, Volume= 7.068 af, Atten= 0%, Lag= 0.5 min Primary = 8.18 cfs @ 15.72 hrs, Volume= 6.025 af Routed to Pond OCS : OCS Secondary = 4.57 cfs @ 15.67 hrs, Volume= 1.043 af Routed to Pond WQB1 : WQB1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs / 2 Starting Elev= 58.30' Surf.Area= 248 sf Storage= 178 cf Peak Elev= 60.04' @ 15.67 hrs Surf.Area= 773 sf Storage= 997 cf (818 cf above start) Plug-Flow detention time= 3.5 min calculated for 7.063 af (100% of inflow) Center-of-Mass det. time= 1.6 min ( 1,074.7 - 1,073.0 ) Volume Invert Avail.Storage Storage Description #1 57.00' 2,767 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 57.00 47 0 0 47 58.00 194 112 112 199 58.30 248 66 178 255 59.00 420 231 409 433 60.00 705 556 966 730 61.00 3,198 1,802 2,767 3,227 Device Routing Invert Outlet Devices #1 Primary 58.30'24.0" Round Culvert L= 72.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 58.30' / 58.00' S= 0.0042 '/' Cc= 0.900 n= 0.012, Flow Area= 3.14 sf #2 Secondary 59.80'15.0' long + 3.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=8.19 cfs @ 15.72 hrs HW=60.04' TW=59.53' (Dynamic Tailwater) 1=Culvert (Outlet Controls 8.19 cfs @ 3.77 fps) Secondary OutFlow Max=4.57 cfs @ 15.67 hrs HW=60.04' TW=58.83' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 4.57 cfs @ 1.20 fps) Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.00"5248 - Drainage Analysis Printed 7/15/2025Prepared by Design Professionals, Inc. Page 6HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond OCS: OCS Inflow Area = 28.178 ac, 16.82% Impervious, Inflow Depth = 2.63" for 25-yr event Inflow = 8.18 cfs @ 15.72 hrs, Volume= 6.186 af Outflow = 8.18 cfs @ 15.72 hrs, Volume= 6.186 af, Atten= 0%, Lag= 0.0 min Primary = 8.18 cfs @ 15.72 hrs, Volume= 6.186 af Routed to Link DP2* : DP2* Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs / 2 Peak Elev= 59.53' @ 15.72 hrs Flood Elev= 59.40' Device Routing Invert Outlet Devices #1 Primary 58.00'24.0" Round Culvert L= 60.0' CPP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 58.00' / 57.70' S= 0.0050 '/' Cc= 0.900 n= 0.012, Flow Area= 3.14 sf Primary OutFlow Max=8.18 cfs @ 15.72 hrs HW=59.53' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 8.18 cfs @ 4.40 fps) Summary for Pond WQB1: WQB1 Inflow Area = 0.864 ac, 83.39% Impervious, Inflow Depth = 19.78" for 25-yr event Inflow = 4.71 cfs @ 15.66 hrs, Volume= 1.424 af Outflow = 4.71 cfs @ 15.69 hrs, Volume= 1.425 af, Atten= 0%, Lag= 1.5 min Primary = 1.30 cfs @ 11.91 hrs, Volume= 0.161 af Routed to Pond OCS : OCS Secondary = 4.71 cfs @ 15.69 hrs, Volume= 1.269 af Routed to Link DP2* : DP2* Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs / 2 Starting Elev= 58.12' Surf.Area= 1,825 sf Storage= 36 cf Peak Elev= 58.83' @ 15.69 hrs Surf.Area= 3,681 sf Storage= 2,163 cf (2,127 cf above start) Flood Elev= 60.00' Surf.Area= 5,982 sf Storage= 5,280 cf (5,244 cf above start) Plug-Flow detention time= 32.8 min calculated for 1.424 af (100% of inflow) Center-of-Mass det. time= 31.8 min ( 938.1 - 906.4 ) Volume Invert Avail.Storage Storage Description #1 58.10' 5,280 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 58.10 1,748 0 0 1,748 58.40 3,071 714 714 3,072 58.70 3,455 978 1,692 3,461 59.00 3,980 1,114 2,806 3,990 59.50 5,982 2,474 5,280 5,996 Proposed Conditions NOAA 24-hr D 25-yr Rainfall=6.00"5248 - Drainage Analysis Printed 7/15/2025Prepared by Design Professionals, Inc. Page 7HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 58.10'18.0" Round Culvert L= 14.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 58.10' / 58.03' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf #2 Secondary 58.70'40.0' long + 3.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.33 cfs @ 11.91 hrs HW=58.75' TW=58.74' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.33 cfs @ 0.65 fps) Secondary OutFlow Max=4.71 cfs @ 15.69 hrs HW=58.83' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 4.71 cfs @ 0.88 fps) ATTACHMENT B Partially Full Pipe Flow Calculations - U.S. Units II. Calculation of Discharge, Q, and average velocity, V for pipes more than half full Instructions: Enter values in blue boxes. Calculations in yellow Inputs Pipe Diameter, D = 24 in Depth of low, y = 23 in (must have y > D/2) Full Pipe Manning roughness, n = 0.013 Channel bottom slope, S = 0.003 ft/ft Calculations n/n = 1.0208 Partially Full Manning roughness, n = 0.013 Pipe Diameter, D =2 ft Pipe Radius, r =1 ft Circ. Segment Height, h =0.083 ft Central Angle, q =0.82 radians Cross-Sect. Area, A =3.10 ft Wetted Perimeter, P =5.5 ft Hydraulic Radius, R =0.57 ft Discharge, Q =13.05 cfs Ave. Velocity, V =4.21 ft/sec pipe % full [(A/A )*100%] = 98.6% full full 2 full 4/30/25, 3:00 PM Partially Full Pipe Flow Calculations - U.S. Units https://www.engineersedge.com/fluid_flow/partially_full_pipe_flow_calculation/partiallyfullpipeflow_calculation.htm 1/1 Partially Full Pipe Flow Calculations - U.S. Units II. Calculation of Discharge, Q, and average velocity, V for pipes more than half full Instructions: Enter values in blue boxes. Calculations in yellow Inputs Pipe Diameter, D = 18 in Depth of low, y = 17 in (must have y > D/2) Full Pipe Manning roughness, n = 0.012 Channel bottom slope, S = 0.005 ft/ft Calculations n/n = 1.0278 Partially Full Manning roughness, n = 0.012 Pipe Diameter, D =1.5 ft Pipe Radius, r =0.75 ft Circ. Segment Height, h =0.083 ft Central Angle, q =0.95 radians Cross-Sect. Area, A =1.73 ft Wetted Perimeter, P =4.0 ft Hydraulic Radius, R =0.43 ft Discharge, Q =8.44 cfs Ave. Velocity, V =4.88 ft/sec pipe % full [(A/A )*100%] = 97.8% full full 2 full 7/15/25, 8:17 AM Partially Full Pipe Flow Calculations - U.S. Units https://www.engineersedge.com/fluid_flow/partially_full_pipe_flow_calculation/partiallyfullpipeflow_calculation.htm 1/1 Partially Full Pipe Flow Calculations - U.S. Units II. Calculation of Discharge, Q, and average velocity, V for pipes more than half full Instructions: Enter values in blue boxes. Calculations in yellow Inputs Pipe Diameter, D = 24 in Depth of low, y = 23 in (must have y > D/2) Full Pipe Manning roughness, n = 0.012 Channel bottom slope, S = 0.004 ft/ft Calculations n/n = 1.0208 Partially Full Manning roughness, n = 0.012 Pipe Diameter, D =2 ft Pipe Radius, r =1 ft Circ. Segment Height, h =0.083 ft Central Angle, q =0.82 radians Cross-Sect. Area, A =3.10 ft Wetted Perimeter, P =5.5 ft Hydraulic Radius, R =0.57 ft Discharge, Q =16.32 cfs Ave. Velocity, V =5.27 ft/sec pipe % full [(A/A )*100%] = 98.6% full full 2 full 7/15/25, 8:18 AM Partially Full Pipe Flow Calculations - U.S. Units https://www.engineersedge.com/fluid_flow/partially_full_pipe_flow_calculation/partiallyfullpipeflow_calculation.htm 1/1 Partially Full Pipe Flow Calculations - U.S. Units II. Calculation of Discharge, Q, and average velocity, V for pipes more than half full Instructions: Enter values in blue boxes. Calculations in yellow Inputs Pipe Diameter, D = 24 in Depth of low, y = 23 in (must have y > D/2) Full Pipe Manning roughness, n = 0.012 Channel bottom slope, S = 0.005 ft/ft Calculations n/n = 1.0208 Partially Full Manning roughness, n = 0.012 Pipe Diameter, D =2 ft Pipe Radius, r =1 ft Circ. Segment Height, h =0.083 ft Central Angle, q =0.82 radians Cross-Sect. Area, A =3.10 ft Wetted Perimeter, P =5.5 ft Hydraulic Radius, R =0.57 ft Discharge, Q =18.25 cfs Ave. Velocity, V =5.89 ft/sec pipe % full [(A/A )*100%] = 98.6% full full 2 full 7/15/25, 8:19 AM Partially Full Pipe Flow Calculations - U.S. Units https://www.engineersedge.com/fluid_flow/partially_full_pipe_flow_calculation/partiallyfullpipeflow_calculation.htm 1/1 ©···esignrofessionalsesign rofessionals· · · esign rofessionals 338 BURNHAM STREET BROOKS MARK E 15600338 306 BURNHAM STREET ARG STWINCT001 LLC 15600306 328 BURNHAM STREET 328 BURNHAM LLC 15600328 360 BURNHAM STREET DJS 360 HOLDINGS LLC 15600360 ©···esignrofessionals ©···esignrofessionals ©···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. LOAMY SOILS ARE DEFINED AS GRANULAR OR BLOCKY FRIABLE SOILS, A MIXTURE OF SAND, SILT AND CLAY THE SOIL MUST NOT BE SO COMPACTED AS TO IMPEDE ROOT GROWTH OR DRAINAGE. MASSIVE. THE SOIL MUST BE TESTED FOR TEXTURE, DRAINAGE CAPABILITY, PH, AND NUTRIENT VALUES PRIOR TO DETERMINING PLANT SELECTIONS AND ANY ADDITIONAL SOIL IMPROVEMENTS. THE LOAM CLASSIFICATIONS MAY PRESENT SPECIAL PLANTING PLANTING PROBLEMS NOT ANTICIPATED BY THIS DETAIL. BETWEEN 15 TO 27%: LOAM, SANDY LOAM AND SILT LOAM. NOTE THAT SOILS AT THE OUTER LIMITS OF INCLUDE THE FOLLOWING USDA TEXTURAL CLASSIFICATIONS AND HAVE A CLAY CONTENT OF LOAMY SOILS PARTICLES WITH A MINIMUM OF 1.5% BY DRY WEIGHT ORGANIC MATTER. THE SOIL STRUCTURE SHALL NOT BE PLATY OR NOTES: 2 X ROOT BALL DIAMETER NOTE: FOR DETAILED REQUIREMENTS RELATED TO THE PLANTING OF THE TREE IN THE IMPROVED SOIL, SEE "TREE PLANTING DETAIL."BACK FILL WITH EXISTING SOIL. IN SANDY LOAM SOILS, ADD 20% MAX. BY VOLUME COMPOSTED ORGANIC MATERIAL TO THE EXISTING SOIL.LOAMY SOIL TAMP SOIL AROUND ROOT BALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOT BALL DOES NOT SHIFT. 1:1 SLOPE ON SIDES OF PLANTING HOLE. UNEXCAVATED OR COMPACTED MOUND UNDER THE ROOT BALL TO PREVENT SETTLEMENT. 1.FOR TREES PLANTED IN NON-RESTRICTED SOIL CONDITIONS. 2.THIS DETAIL ASSUMES THAT THE AREA OF LOAMY SOIL AVAILABLE TO EACH TREE IS A MINIMUM OF 45 SQ. M (500 SQ. FT) Not to Scale TREE PLANTING DETAIL1 Not to Scale SOIL IMPROVEMENT DETAIL3 Not to Scale TREE PROTECTION DETAIL2 Not to Scale SHRUB & GROUNDCOVER PLANTING DETAIL4 SL3M WM4FT WM4FT WM4FT WM4FT WM4FT WM2 SL2 0.7 0.5 0.3 0.2 1.1 0.8 0.5 0.3 0.2 2.1 1.1 0.8 0.5 0.4 0.2 2.1 1.2 0.9 0.6 0.4 0.3 1.4 1.4 1.1 0.8 0.6 0.4 1.4 1.5 1.2 0.9 0.6 0.4 1.7 1.4 1.1 0.8 0.5 0.3 2.3 1.2 0.9 0.6 0.4 0.3 2.1 1.3 0.9 0.6 0.5 0.3 1.4 1.4 1.1 0.8 0.6 0.4 1.3 1.5 1.2 0.9 0.7 0.4 1.6 1.4 1.1 0.8 0.5 0.4 2.3 1.3 0.9 0.7 0.5 0.3 2.2 1.4 1.1 0.8 0.5 0.4 1.6 1.7 1.3 1.0 0.7 0.4 1.6 1.7 1.3 1.0 0.7 0.4 2.3 1.5 1.1 0.8 0.6 0.4 2.4 1.3 0.9 0.7 0.5 0.3 1.6 1.4 1.1 0.8 0.5 0.4 1.3 1.5 1.2 0.9 0.7 0.4 0.2 0.8 1.2 1.4 1.5 1.5 1.4 1.1 0.6 1.3 1.4 1.2 0.8 0.6 0.4 0.2 0.2 0.3 0.7 0.8 0.9 1.0 0.9 0.8 0.8 0.5 2.2 1.3 0.9 0.6 0.5 0.3 0.2 0.2 0.2 0.3 0.4 0.5 0.5 0.5 0.4 0.3 0.2 2.3 1.2 0.8 0.6 0.4 0.3 0.2 0.3 0.4 0.5 0.7 0.8 0.8 0.6 0.4 0.3 0.2 0.3 0.5 0.9 1.1 1.4 1.7 1.6 1.2 1.0 0.6 0.2 0.2 0.5 0.8 1.3 1.3 1.3 1.4 1.3 0.9 0.5 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 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 0.0 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 0.2 0.3 0.3 0.3 0.2 0.2 0.2 0.2 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.5 0.8 1.2 1.5 1.2 0.9 0.9 0.6 0.4 0.3 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.8 1.4 1.7 2.2 1.7 1.4 1.5 1.0 0.7 0.5 0.3 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.3 1.1 0.8 0.5 0.3 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.1 1.1 0.8 0.5 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.1 1.2 0.9 0.6 0.4 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.4 1.4 1.1 0.8 0.6 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 1.4 1.5 1.2 0.9 0.6 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.7 1.4 1.1 0.8 0.5 0.3 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.3 1.2 0.9 0.6 0.4 0.3 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.1 1.3 0.9 0.6 0.5 0.3 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.4 1.4 1.1 0.8 0.6 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.3 1.5 1.2 0.9 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.6 1.4 1.1 0.8 0.5 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.3 1.3 0.9 0.7 0.5 0.3 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.2 1.4 1.1 0.8 0.5 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.6 1.7 1.3 1.0 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.6 1.7 1.3 1.0 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.3 1.5 1.1 0.8 0.6 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.4 1.3 0.9 0.7 0.5 0.3 0.2 0.1 0.1 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 1.6 1.4 1.1 0.8 0.5 0.4 0.2 0.1 0.2 0.5 0.8 1.0 0.9 1.0 1.0 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 1.3 1.5 1.2 0.9 0.7 0.4 0.2 0.2 0.3 0.8 1.2 1.4 1.5 1.5 1.4 1.1 0.6 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.3 1.4 1.2 0.8 0.6 0.4 0.2 0.2 0.3 0.7 0.8 0.9 1.0 0.9 0.8 0.8 0.5 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.2 1.3 0.9 0.6 0.5 0.3 0.2 0.2 0.2 0.3 0.4 0.5 0.5 0.5 0.4 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 2.3 1.2 0.8 0.6 0.4 0.3 0.2 0.3 0.4 0.5 0.7 0.8 0.8 0.6 0.4 0.3 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.4 1.2 0.9 0.6 0.4 0.3 0.3 0.5 0.9 1.1 1.4 1.7 1.6 1.2 1.0 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 0.7 0.8 0.6 0.5 0.4 0.3 0.2 0.5 0.8 1.3 1.3 1.3 1.4 1.3 0.9 0.5 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 0.3 0.4 0.4 0.3 0.2 0.2 0.1 0.1 0.1 0.0 0.1 0.1 0.1 0.0 0.0 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 0.0 0.0 0.1 0.1 0.1 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Luminaire Schedule Qty Label Arrangement Lumens Input Watts LLF BUG Rating Description 1 SL2 Single 2827 25.7 0.900 B0-U0-G1 USAL RZR-M-PLED-II-24LED-350mA-30K-VOLT-1-FINISH-HS-PLED / MOUNTED TO 16FT POLE 1 SL3M Single 2861 25.7 0.900 B0-U0-G1 USAL RZR-M-PLED-III-M-24LED-350mA-30K-VOLT-1-FINISH-HS-PLED / MOUNTED TO 16FT POLE 1 WM2 Single 3044 21.4 0.900 B1-U0-G1 USAL RZR-WM1-PLED-II-20LED-350mA-30K-VOLT-FINISH / WALL MOUNTED @ 8FT AFG TO BOF 5 WM4FT Single 4032 32.4 0.900 B1-U0-G2 USAL RZR-WM2-PLED-IV-FT-20LED-525mA-30K-VOLT-FINISH / WALL MOUNTED @ 16FT AFG TO BOF Calculation Summary Label Grid Height Avg Max Min Avg/Min Max/Min PARKING AND DRIVE LANES 0 0.88 2.4 0.2 4.40 12.00 SITE 0 0.10 2.4 0.0 N.A.N.A. JOB NAME: 328 BURNHAM STREET - SOUTH WINDSOR, CT APEX LIGHTING SOLUTIONS WORKPLANE/CALC PLANE: AT FINISH GRADE MOUNTING HEIGHT: SEE LUMINAIRE SCHEDULE APPS: DM SALES: SP SPECIFIER: DPI - DESIGN PROFESSIONALS ©···esignrofessionalsSCALE : DATE: DRAWN BY: 1"=20'-0" DM Some differences between measured values and calculated results may occur due to NOTE TO REVIEWER: Total Light Loss Factor (LLF) applied at time of design is determined by applying the Lamp Lumen Depreciation (LLD) from current lamp manufacturer's catalog, a Luminaire Dirt Depreciation Factor (LDD) based on IES recommended values and a Ballast Factor (BF) from current ballast specification sheets. Application of an incorrect Light Loss Factor (LLF) will result in forecasts of performance that will not accurately depict actual results. input data, differences will occur between measured values and calculated values. the lighting calculations. If the real environment conditions do not match the dimensions, reflectances, furniture and architectural elements significantly affect variations. Input data used to generate the attached calculations such as room measurement techniques and field conditions such as voltage and temperature tolerances in calculation methods, testing procedures, component performance, * LLF Determined Using Current Published Lamp Data For proper comparison of photometric layouts, it is essential that you insist all designers use correct Light Loss Factors. GENERAL DISCLAIMER: Calculations have been performed according to IES standards and good practice DRAWING TITLE: PROJECT TITLE: 7/14/25 328 BURNHAM STREET SOUTH WINDSOR, CT SITE LIGHTING PHOTOMETRIC CALCULATION 20-30 BEAVER ROAD, WETHERSFIELD, CT 06109 TELEPHONE 860.632.8766 / WWW.APEXLTG.COM ©···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 CURB5 Not to Scale EV CHARGING STATION LAYOUT10 Not to Scale DUMPSTER PAD SECTION1 Not to Scale DUMPSTER PAD PLAN2 Not to Scale DUMPSTER ENCLOSURE SECTION3 Not to Scale BITUMINOUS CONCRETE PAVEMENT SECTION - STANDARD6 Not to Scale CONCRETE SIDEWALK SECTION - STANDARD DUTY7 Not to Scale VINYL PRIVACY FENCE4 Not to Scale CONCRETE SIDEWALK8 Not to Scale DETECTABLE WARNING STRIP12 Not to Scale CONCRETE LIGHT POLE BASE9 Not to Scale SIDEWALK RAMP11 ©···esignrofessionalsNot to Scale TYPE A & B RIPRAP APRON3 Not to Scale DETENTION BASIN EMERGENCY SPILLWAY4 Not to Scale REINFORCED CONCRETE PIPE END6 Not to Scale 5' WIDE STONE STRIP9 Not to Scale PRECAST CONCRETE TYPE "C" AND "C-L" CATCH BASIN7 Not to Scale STANDARD CATCH BASIN TOPS5 Not to Scale OUTLET CONTROL STRUCTURE8 Not to Scale CONCRETE BOLLARD2Not to Scale PRECAST CONCRETE WHEELSTOP1 ©···esignrofessionalsNot to Scale TEST PIT LOCATION DATA (TP-1)1 Not to Scale TEST PIT LOCATION DATA (TP-2)2 Not to Scale TEST PIT LOCATION DATA (TP-3)3 Not to Scale PAVED LEAK OFF8 Not to Scale SANITARY MANHOLE4 Not to Scale PREFORMED SCOUR HOLE5 Not to Scale FLARED END TRASH GUARD7Not to Scale HDPE FLARED END6 esignrofessionals©····· · · CODE ANALYSIS 1. THIS PROJECT CONSISTS OF THE FOLLOWING: 1.1. NEW CONSTRUCTION 2. 107.3.4.1 DEFERRED SUBMITTALS: 2.1 LIST: 2.1.1. WOOD TRUSS SHOP DRAWINGS 2.1.2. MECHANICAL SHOP DRAWINGS 2.1.3. ELECTRICAL SHOP DRAWINGS 2.1.4. LIGHTING SUBMITTAL 2.1.5. FIRE EXTINGUISHER SHOP DRAWINGS 2.2. DEFERRED SUBMITTALS WILL BE FORWARDED TO THE BUILDING OFFICIAL BY RUSSELL AND DAWSON INC. 2.3. WORK SHOWN ON DEFERRED SUBMITTALS SHALL NOT BE INSTALLED UNTIL APPROVED BY THE BUILDING OFFICIAL 3. USE AND OCCUPANCY CLASSIFICATION 3.1. 311.2 STORAGE GROUP S-1 3.1.1. ONLY VEHICLES WITH A GROSS WEIGHT RATING OF LESS THAN 10,000 POUNDS 3.1.2. COMPLY WITH LIMITS ON HAZARDOUS MATERIALS 4. ACCESSORY USE AREA PER 508.2 4.1. GROUP B (OFFICES) 5. CONSTRUCTION TYPE PER TABLE 601: VB 6. FULLY SPRINKLERED PER 903.3.1.1: NO 7. BUILDING HEIGHT 7.1. PROPOSED STORIES: 1 FEET: 20'-0" 7.2. ALLOWABLE IN FEET PER TABLE 504.3: 40’-0" 7.3. ALLOWABLE STORIES PER TABLE 504.4: 1'-0" 8. BUILDING AREA 8.1. PROPOSED 8.1.1. PROJECTED AREA IN SQUARE FEET: 11,980 8.2. IN SQUARE FEET PER TABLE 506.2: 9,000 8.3. FRONTAGE INCREASE PER 506.3.3: 0.42 8.4. PROJECTED AREA ALLOWABLE 12,780 9. FIRE RESISTANCE AND FIRE TESTS: SEE DETAILS 9.1. 705 EXTERIOR WALLS 9.1.1. FIRE SEPARATION DISTANCE PER TABLE 705.5 9.1.1.1. REQUIRED: 9.1.1.2. PROPOSED: 9.2. 720 INSULATION 9.2.1. 720.2 CONCEALED INSULATION: CONCEALED INSULATION SHALL HAVE A FLAME SPREAD INDEX OF NOT MORE THAN 25 & A SMOKE-DEVELOPED INDEX OF NOT MORE THAN 450. 9.2.2. 720.3 EXPOSED INSULATION: EXPOSED INSULATION SHALL HAVE A FLAME SPREAD INDEX OF NOT MORE THAN 25 & A SMOKE-DEVELOPED INDEX OF NOT MORE THAN 450. 9.2.3. 720.7 PIPE AND TUBING: INS & COVERING ON PIPE & TUBE SHALL HAVE A FLAME SPREAD INDEX OF NOT MORE THAN 25 & A SMOKE-DEVELOPED INDEX OF NOT MORE THAN 450. 10. WALL AND CEILING FINISHES PER TABLE 803.13 10.1. SEE FINISH SCHEDULE 11. AUTOMATIC SPRINKLER SYSTEM PER 903.2.9.1 11.1. REQUIRED: NO PROPOSED: NO 12. STANDPIPE SYSTEMS PER 905.3 12.1. REQUIRED: NO PROPOSED: NO 13. PORTABLE FIRE EXTINGUISHERS PER 906.1: PORTABLE FIRE EXTINGUISHERS SHALL BE SIZED AND LOCATED PER SHOP DRAWINGS SUBMITTED BY THE SUPPLIER. 14. FIRE ALARM AND DETECTION SYSTEMS PER 907.2.10: NOT REQUIRED 15. OCCUPANT LOAD PER TABLE 1004.5 USE FACTOR AREA IN SF OCCUPANTS FIRST FLOOR OFFICE 150 576 4 UTILITY/STO 300 11,442 38 TOTAL 11,980 42 16. NUMBER OF EXITS AND EXIT ACCESS DOORWAYS PER 1006 16.1. EGRESS FROM STORIES PER TABLE 1006.3.3 16.1.1. REQUIRED: 2 PROPOSED: 9 17. EXIT AND EXIT ACCESS DOORWAY CONFIGURATION PER 1007.1 17.1. 1007.1.1 ARRANGEMENT: MAX DIAGONAL/2 = MINIMUM REMOTENESS 17.1.1. SEE FLOOR PLAN 18. MEANS OF EGRESS ILLUMINATION PER 1008.1: SEE ELECTRICAL LIGHTING PLAN 18.1. 1008.2.1 ILLUMINATION LEVEL UNDER NORMAL POWER: ONE FOOT-CANDLE AT THE FLOOR REQUIRED. IF REQUESTED, PHOTOMETRIC SHOP DRAWINGS SHOWING NORMAL & EMERGENCY ILLUMINATION LEVELS WILL BE PROVIDED BY THE ELECTRICAL CONTRACTOR. 18.2. 1008.3 ILLUMINATION EMERGENCY POWER 18.3. 1008.3.4 DURATION: SEE ELECTRICAL SPECIFICATIONS 18.4. 1008.3.5 ILLUMINATION UNDER EMERGENCY POWER: SEE ELECTRICAL SPECIFICATIONS 19. ACCESSIBLE MEANS OF EGRESS 19.1. 1009.1 REQUIRED: 2 PROPOSED: 2 (SEE SITE PLAN) 20. MEANS OF EGRESS DOORS 20.1. 1010.1.1 MINIMUM CLEAR WIDTH 32" PROPOSED: SEE DOOR SCHEDULE 20.2. 1010.2 DOOR OPERATIONS PROPOSED: SEE DOOR ELEVATIONS 21. EXIT SIGNS PER 1013.1: SEE [FLOOR] ELECTRICAL LIGHTING PLAN 21.1. 1013.5 INTERNALLY ILLUMINATED EXIT SIGNS: SEE ELECTRICAL LIGHTING PLAN 21.2. 1013.6.3 POWER SOURCE: SEE ELECTRICAL SPECIFICATIONS 22. EXIT ACCESS PER 1016.2: SEE FLOOR PLANS 23. EXIT ACCESS TRAVEL PER TABLE 1017.2 23.1. MAXIMUM PERMITTED: 200 FEET PROPOSED: 195 FEET [SEE FLOOR PLAN] 24. 1018.3 25. EXIT DISCHARGE PER 1028: SEE SITE PLAN 25.1. 1028.5 ACCESS TO A PUBLIC WAY 26. ACCESSIBILITY PER 1103.1: SEE FLOOR PLAN AND DOOR DETAILS 27. NATURAL VENTILATION 27.1. ATTIC SPACES PER 1202.2: SEE ROOF DETAILS 28. MECHANICAL VENTILATION 28.1. OCCUPIED SPACES PER IMC 403.2: SEE MECHANICAL DRAWINGS 29. TEMPERATURE CONTROL PER 1203.1 29.1. REQUIRED: 68°F 36" AFF PROPOSED: SEE MECHANICAL DRAWINGS 30. ARTIFICIAL LIGHT PER 1204.3 30.1. REQUIRED: 10 FOOTCANDLES 30" ABOVE THE FLOOR 30.2. PROVIDED: SEE ELECTRICAL LIGHTING PLANS 30.2.1. IF REQUESTED, PHOTOMETRIC SHOP DRAWINGS WILL BE PROVIDED BY THE ELECTRICAL CONTRACTOR. 30.3. MINIMUM ROOM WIDTHS PER 1208.1: NA PROVIDED: SEE FLOOR PLAN 30.4. MINIMUM CEILING HEIGHT PER 1208.2: 7'-6" PROVIDED: SEE FINISH SCHEDULE 31. ATTIC ACCESS PER 1209.2 30.1. REQUIRED: 20" X 30" OPENING WHERE THE ATTIC HAS > 30" HEADROOM 30.2. PROVIDED: SEE FLOOR PLAN AND DETAIL 32. ENERGY EFFICIENCY PER 1301.1.1 32.1. ENVELOPE [X]% BETTER THAN IECC MINIMUM 33. CHAPTER 14 EXTERIOR WALLS: SEE SECTIONS AND DETAILS 34. CHAPTER 15 ROOF ASSEMBLIES AND ROOFTOP STRUCTURES: SEE ROOF PLAN & DETAILS 35. CHAPTER 16 STRUCTURAL DESIGN: SEE STRUCTURAL DRAWINGS 36. CHAPTER 17 SPECIAL INSPECTIONS AND TESTS: SEE STATEMENT OF SPECIAL INSPECTIONS 37. CHAPTER 18 SOILS AND FOUNDATIONS: SEE STRUCTURAL DRAWINGS 38. CHAPTER 19 CONCRETE: SEE STRUCTURAL DRAWINGS 39. CHAPTER 21 MASONRY: SEE STRUCTURAL DRAWINGS 40. CHAPTER 23 WOOD: SEE STRUCTURAL DRAWINGS 41. CHAPTER 24 GLASS AND GLAZING 41.1. 2406.4 HAZARDOUS LOCATIONS: SEE INTERIOR ELEVATIONS, DOOR ELEVATIONS, AND WINDOW ELEVATIONS FOR SAFETY GLAZING REQUIRED. 42. CHAPTER 25 GYPSUM BOARD AND PLASTER: SEE SPECIFICATIONS ON DRAWINGS 43. CHAPTER 27 ELECTRICAL: SEE ELECTRICAL DRAWINGS 44. CHAPTER 28 MECHANICAL SYSTEMS: SEE MECHANICAL SHOP DRAWINGS 45. CHAPTER 29 PLUMBING SYSTEMS 45.1. REQUIRED PLUMBING FIXTURES PER TABLE 2902.1: PROVIDED IN AN ADJACENT BUILDING ON THE SAME SITE 46. CHAPTER 33 SAFEGUARDS DURING CONSTRUCTION: PER SUBMITTAL BY CONTRACTORTRAVEL DISTANCE = 71'-7"49'-8" 24'-10" OFFICE #2 104 OFFICE #1 103 WAREHOUSE AREA 11672'-9 11/16"CODE NOTES 1. STANDARDS AND SPECIFICATIONS INDICATED WITHIN THE CODE ANALYSIS ARE MANDATORY TO THE CONTRACTOR. 2. WHERE THE CODE ANALYSIS INDICATES "PER SUBMITTAL", SHOP DRAWINGS, MFRS DATA SHEETS, OR OTHER DOCUMENT FROM THE CONTRACTOR SHALL SHOW COMPLIANCE WITH THE REFERENCED CODE SECTION APPLICABLE CODES 2022 CONNECTICUT STATE BUILDING CODE INTERNATIONAL CODE COUNCIL, INC. • 2021 INTERNATIONAL BUILDING CODE • 2017 A117.1 ACCESSIBLE AND USABLE BUILDINGS AND FACILITIES • 2021 INTERNATIONAL PLUMBING CODE • 2021 INTERNATIONAL MECHANICAL CODE • 2021 INTERNATIONAL ENERGY CONSERVATION CODE NATIONAL FIRE PROTECTION ASSOCIATION, INC. • 2020 NFPA 70 NATIONAL ELECTRICAL CODE ALL AS AMENDED AND ADOPTED BY THE OCTOBER 1, 2022 CONNECTICUT AMENDMENTS CONSTITUTE THE 2022 CONNECTICUT STATE BUILDING CODE. 2022 CONNECTICUT STATE FIRE SAFETY CODE INTERNATIONAL CODE COUNCIL, INC. • 2021 INTERNATIONAL FIRE CODE NATIONAL FIRE PROTECTION ASSOCIATION, INC. • 2021 NFPA 101 LIFE SAFETY CODE ALL AS AMENDED AND ADOPTED BY THE OCTOBER 1, 2022 CONNECTICUT AMENDMENTS CONSTITUTE THE 2022 CONNECTICUT STATE FIRE SAFETY CODE. 2022 CONNECTICUT STATE FIRE PREVENTION CODE NATIONAL FIRE PROTECTION ASSOCIATION, INC. • 2021 NFPA 1 FIRE CODE (INCLUDING ANNEXES A, C, AND F) AS AMENDED AND ADOPTED BY THE OCTOBER 1, 2022 CONNECTICUT AMENDMENTS CONSTITUTE THE 2022 CONNECTICUT STATE FIRE PREVENTION CODE. EXIT SIGNS TRAVEL DISTANCE NOTE: 1. MAX TRAVEL DISTANCE = 64'-10" , PERMITTED FOR SINGLE EXIT = 100'-0" EXITING PLAN LEGEND BURN H AM S T B U RNHA M ST D EM US Z M ANUF.DOLORES DRTO TAL CO M M. INCPENSKE C OLLISIO N R EPAIR PROJECT LOCATION © 2024 by Russell and Dawson INC ARCHITECTURE & ENGINEERING TEL: (860) 289-1100 FAX: (860) 289-3272 E-MAIL: info@rdaep.com RUSSELL AND DAWSON INC.1111 MAIN STREET, EAST HARTFORD CT 06108 (860) 289-1100 FILE NO. DATE: REV : 1111 Main Street, East Hartford CT 06108 24121 11/12/2024 MAINTENANCE BUILDING 328 BURNHAM ST, SOUTH WINDSOR, CT SCOPE OF WORK ARCHITECTURE-STRUCTURE-MEP RUSSELL & DAWSON, INC 1111 MAIN STREET, EAST HARTFORD CT 06108 PHONE: (860) 289-1100 FAX: (860) 289-3272 www.russellanddawson.com LIST OF PROFESSIONALS OWNER TYLER MANEELEY TSM SERVICES LLC 326 QUARRY BROOK DRIVE SOUTH WINDSOR, CT 06074 N.T.S. PERSPECTIVE VIEW NEW 1-STORY 12,000 SQ. FT. WOOD CONSTRUCTION STORAGE / WAREHOUSE BUILDING. LIST OF SHEETS SHEET NO.SHEET NAME Project Issue Date Current Revision Current Revision Date G-0 COVER SHEET 11/12/2024 A-1 FLOOR PLAN & WALL TYPES 11/12/2024 2 06/06/2025 A-2 REFLECTED CEILING PLAN & ROOF PLAN 11/12/2024 1 06/06/2025 A-3 ELEVATION, SECTION AND ENLARGED SECTION 11/12/2024 2 06/06/2025 A-4 DOOR & WINDOW SCHEDULES AND DETAILS 11/12/2024 A-5 SECTION & ENLARGED DETAILS 11/12/2024 S-0 STRUCTURAL NOTES 11/12/2024 S-1 FOUNDATION PLAN AND DETAILS 11/12/2024 S-2 ROOF FRAMING PLANS AND DETAILS 11/12/2024 S-3 FRAMING DETAILS 11/12/2024 N.T.S. FIRST FLOOR LIFE SAFETY PLAN N.T.S. PROJECT LOCATION N 06/17/2025 1 B A A-3 1 A-3 2 A-3 3 A-34 D1 D3D3 P1 D1 D3 D1 D3 D1 E1 1'-1 7/8"4'-1 7/8"3'-8"3'-8 1/8"12'-0"5'-5 7/8"3'-8"3'-8 1/8"12'-0"5'-5 7/8"3'-8"3'-8 1/8"12'-0"5'-5 7/8"3'-8"3'-8 1/8"12'-0"5'-5 7/8"3'-8"3'-8 1/8"12'-0"7'-5 3/4"12'-0"5'-5 7/8"3'-8"3'-8 1/8"12'-0"5'-5 7/8"3'-8"3'-8 1/8"12'-0"5'-5 7/8"3'-8"3'-8 1/8"12'-0"5'-1 7/8"3'-8" 2'-8 1/8" 8 3/4" 98'-11 1/8" 5 A-3 6 A-3 D3 D3 D3 D3 D3 D1 D1 D1 D154'-6 3/8"E1 21'-0"21'-0"12'-11"P1 P1 P1 P1 D4D4 271 SF OFFICE #2 104 271 SF OFFICE #1 103 52'-7"D1 11186 SF WAREHOUSE AREA 116 2 228'-2 1/2" 1 A-5 E2 E2 39'-5"230'-1 7/8" E2 E1 6'-8 7/8"3'-0" E Q3'-0" E Q3'-0"EQ.3'-0"6'-8 3/8"6 5/8"135 SF MECH. 137 75 SF ELEC. 136D2 D2 5'-0"9'-0"W1 W1 W1 W1 15'-0" E2 E2 E2DS DS DS9'-1 13/16"3'-0"EQ3'-0"EQ3'-0"6'-8 3/8"6 5/8"W1 W1 W1 DSDS P1 PARTITION WALL SCALE: 1 1/2" = 1'-0" 4 1/2" 1/2" PLYWOOD 2X4 WOOD STUD @16" O.C. 1/2"3 1/2"1/2" SOUND BATT INSULATION 5/8" MOISTURE RESISTANT GYP. BD 2X8 WOOD STUD @ 16" O.C. R-21 INSULATION KRAFT FACE. INTERIOR EXTERIOR 3 5/8" BRICK 2" AIR SPACE R5 - TYVEK THERMAWRAP E1 EXTERIOR WALL SCALE: 1 1/2" = 1'-0" 4" VINYL SIDING R - 5 TYVEK THERMAWRAP 2X8 WOOD STUD @ 16" O.C. R-21 INSULATION KRAFT FACE 5/8" MOISTURE RESISTANT GYP. BD E2 EXTERIOR WALL SCALE: 1 1/2" = 1'-0" OSB BOARD INTERIOR EXTERIOR OSB BOARD 1'-2 1/2" 5/8"7 1/4" 1/2"1/2" 2"3 5/8"5/8"7 1/4" 1/2" 1/2" 8 7/8" METAL TIE SYMBOL LEGEND NEW WALL NEW DOOR. FOR DOOR SCHEDULE SEE SHEET A-4 WALL TYPES REFER TO SHEETS A-1W # NEW WINDOWS. FOR WINDOW SCHEDULE SEE SHEET A-4 ROOM NAME & NUMBER ROOM NAME .DIMENSION TAKEN TO GRIDLINE (CENTER TO CENTER) .DIMENSION TAKEN FROM FACE OF FINISH TO FACE OF FINISH NTHIS DOCUMENT, THE IDEASAND DESIGNS INCORPORATED THEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICES, IS THE PROPERTY OF RUSSELL AND DAWSON INC, AND MAY NOT BE USED, IN WHOLE OR IN PART, FOR ANY OTHER PROJECT OR BY ANY OTHER PERSON OR CORPORATION OTHER THAN THAT NAMED HEREON WITHOUT THE WRITTEN AUTHORIZATION OF RUSSELL AND DAWSON INC. ANY SUCH UNAUTHORIZED USE WILL BE SOLELY AT THE USER'S RISK AND RUSSELL AND DAWSON LLC WILL BEAR NO RESPONSIBILITY ARISING OUT OF SUCH USE.Rev.: 18.00SHEET NUMBER:SHEET TITLE:FILE NO:DATE:DRAWN BY:CHECKED BY:STAMP:PROJECT:ARCHITECTURE & ENGINEERING1111 Main Street, East Hartford CT 06108TEL: (860) 289-1100 FAX: (860) 289-3272 E-MAIL: info@rdaep.comRUSSELL AND DAWSON INC.SCALE:AS NOTED© 2023 by Russell and Dawson Inc.6/6/2025 9:01:50 PMMAINTENANCE BUILDINGA-1FLOOR PLAN & WALLTYPES24121KMBJXM11/12/2024328 BURNHAM ST, SOUTH WINDSOR, CT1/8" = 1'-0"A-1 1 FLOOR PLAN REVISIONSNO. DESCRIPTION DATE BY1 GENERAL REVISION 06/03/2025 KMB2 GENERAL REVISION 06/06/2025 KMB 1 2 2 2 1 B A 3" / 1'-0"9" / 1'-0"9" / 1'-0"3" / 1'-0"D.S.D.S.D.S. 2 D.S. D.S. 1 B A GYP. BD ON UNDERSIDE OF TRUSS OFFICE #2 104 OFFICE #1 103 WAREHOUSE AREA 116 2 GYP. BD ON UNDERSIDE OF TRUSS NTHIS DOCUMENT, THE IDEASAND DESIGNS INCORPORATED THEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICES, IS THE PROPERTY OF RUSSELL AND DAWSON INC, AND MAY NOT BE USED, IN WHOLE OR IN PART, FOR ANY OTHER PROJECT OR BY ANY OTHER PERSON OR CORPORATION OTHER THAN THAT NAMED HEREON WITHOUT THE WRITTEN AUTHORIZATION OF RUSSELL AND DAWSON INC. ANY SUCH UNAUTHORIZED USE WILL BE SOLELY AT THE USER'S RISK AND RUSSELL AND DAWSON LLC WILL BEAR NO RESPONSIBILITY ARISING OUT OF SUCH USE.Rev.: 18.00SHEET NUMBER:SHEET TITLE:FILE NO:DATE:DRAWN BY:CHECKED BY:STAMP:PROJECT:ARCHITECTURE & ENGINEERING1111 Main Street, East Hartford CT 06108TEL: (860) 289-1100 FAX: (860) 289-3272 E-MAIL: info@rdaep.comRUSSELL AND DAWSON INC.SCALE:AS NOTED© 2023 by Russell and Dawson Inc.6/6/2025 9:01:50 PMMAINTENANCE BUILDINGA-2REFLECTED CEILINGPLAN & ROOF PLAN24121KMBJXM11/12/2024328 BURNHAM ST, SOUTH WINDSOR, CT1/8" = 1'-0"A-2 2 ROOF PLAN 1/8" = 1'-0"A-2 1 REFLECTED CEILING PLAN REVISIONSNO. DESCRIPTION DATE BY1 GENERAL REVISION 06/06/2025 KMB 1 1 1 ROOF 16' -0" FIRST FLOOR 0' -0" RIDGE LINE 23' -8 3/4" 9" 1'-0" 9" 1'-0"23'-8 3/4"D3 D3 D3 D3 D3 D1 D1 D1 D1 D1 3" / 1'-0"7'-8 3/4"16'-0"E1 E2 E3 E3 FINISH GRADE D3 D3 D3 D3 D1 D1 D1 D1 E3 E3 E3 E3E3 E3E3 E3 ROOF 16' -0" FIRST FLOOR 0' -0" RIDGE LINE 23' -8 3/4"3" / 1'-0"9" 1'-0" 9" 1'-0"16'-0"7'-8 3/4"E2 E1 23'-8 3/4"FINISH GRADE ROOF 16' -0" FIRST FLOOR 0' -0" B RIDGE LINE 23' -8 3/4" A 23'-8 3/4"3" 1'-0" 3" 1'-0"7'-8 3/4"16'-0"E1 E2 E3FINISH GRADE D2 D2 E3 W1 W1 W1 ROOF 16' -0" FIRST FLOOR 0' -0" B RIDGE LINE 23' -8 3/4" A 23'-8 3/4"3" 1'-0" 3" 1'-0"7'-8 3/4"16'-0"E1 E2 FINISH GRADE W1 W1 W1 W1 ARCHITECTURAL ASPHALT SHINGLES : PER SAMPLE TAG MATERIAL LEGEND E1 5" SIDING : PER SAMPLEE2 QUICK - BRIK : PER SAMPLEE3 ROOF 16' -0" FIRST FLOOR 0' -0" A-4 6 A-4 7 A-4 1 SEE STRUCTURAL DRAWINGS FOR DETAILS SLAB ON GRADE 16'-0"ROOF ASSEMBLY: - 3 TAB ASPHALT SHINGLES - 15# FELT PAPER - ICE & WATER SHIELD TO 3'-0" INSIDE TREATED BUILDING - 3/4" TONGUE & GROOVE PLYWOOD DECK - WOOD TRUSS REFER STRUCTURAL DRAWINGS FOR ROOF DETAILS GUTTER 1"2 ROOF 16' -0" FIRST FLOOR 0' -0" B RIDGE LINE 23' -8 3/4" A A-3 7 SEE STRUC. DWGS FOR TRUSS DESIGN 7'-8 3/4"16'-0"23'-8 3/4"RIDGE CAP TRUSS DESIGN BY OTHERS THIS DOCUMENT, THE IDEASAND DESIGNS INCORPORATED THEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICES, IS THE PROPERTY OF RUSSELL AND DAWSON INC, AND MAY NOT BE USED, IN WHOLE OR IN PART, FOR ANY OTHER PROJECT OR BY ANY OTHER PERSON OR CORPORATION OTHER THAN THAT NAMED HEREON WITHOUT THE WRITTEN AUTHORIZATION OF RUSSELL AND DAWSON INC. ANY SUCH UNAUTHORIZED USE WILL BE SOLELY AT THE USER'S RISK AND RUSSELL AND DAWSON LLC WILL BEAR NO RESPONSIBILITY ARISING OUT OF SUCH USE.Rev.: 18.00SHEET NUMBER:SHEET TITLE:FILE NO:DATE:DRAWN BY:CHECKED BY:STAMP:PROJECT:ARCHITECTURE & ENGINEERING1111 Main Street, East Hartford CT 06108TEL: (860) 289-1100 FAX: (860) 289-3272 E-MAIL: info@rdaep.comRUSSELL AND DAWSON INC.SCALE:AS NOTED© 2023 by Russell and Dawson Inc.6/6/2025 9:01:51 PMMAINTENANCE BUILDINGA-3ELEVATION, SECTION ANDENLARGED SECTION24121KMBJXM11/12/2024328 BURNHAM ST, SOUTH WINDSOR, CT1/8" = 1'-0"A-3 1 FRONT ELEVATION 1/8" = 1'-0"A-3 2 REAR ELEVATION 1/8" = 1'-0"A-3 3 LEFT ELEVATION 1/8" = 1'-0"A-3 4 RIGHT ELEVATION 1/2" = 1'-0"A-3 5 ENLARGED SECTION 1/8" = 1'-0"A-3 6 SECTION 1" = 1'-0"A-3 7 TYPICAL RIDGE VENT DETAIL REVISIONSNO. DESCRIPTION DATE BY1 GENERAL REVISION 06/03/2025 KMB2 GENERAL REVISION 06/06/2025 KMB 1 1 1 2 2 2 SCHEDULE PER PER SCHEDULEA INS. HM PER SCHEDULE OVERHEAD DOOR 2"2"4"DOOR TYPES B F1 INSULATED METAL FRAME TYPESPER SCHEDULEPER SCHEDULE PER SCHEDULESCHEDULE PER PER SCHEDULEC HM PRECAST SILL METAL FLASHING 4" VINYL SIDING SHIM FACE FASTENER SEE SCHEDULE5' - 0"3' - 0" WINDOW TYPE J3 S3 H3 W1 PERIMETER MAN DOORS TO BE INSULATED HOLLOW METAL DOORS WITH HOLLOW METAL FRAMES, WEATHERSTRIP & EXTERIOR KEY LOCK. NOTES OVERHEAD DOOR TO BE INSULATED HOLLOW METAL, WITH WEATHERSTRIPPING, LATCH AND LOCK SELECTION BY OWNER. DOOR HARDWARE SELECTION BY OWNER. 1. ALUMINUM FRAMED 5'-0" X 3'-0" WINDOW WITH 1" LOW E INSULATED GLASS. NOTES THERMAL BREAK ALUMINUM THRESHOLD THERMAL BREAK SHIM (2) 2 X 6 BLOCKING DOOR SEAL OVERHEAD DOOR BITUMINOUS PAVING VINYL WEATHER SEAL BEYOND 5/8" TYPE "X" GYP. BD. (RETURN AT CORNER TO DOOR FRAME) ROD & SEAL PERIMETER (BOTH SIDES OF DOOR) METAL FLASHING 4" VINYL SIDING R-5 TYVEK THERMAWRAP R-21 INSULATION KRAFT FACE 2X8 WOOD STUD @ 16" O.C. OSB BOARD FIRST FLOOR 0' -0" SLAB ON GRADE FINISH GRADE 8"REFER STRUCTURAL DRAWINGS FOR DETAILS 5/8" TYPE "X" GYP. BD. (RETURN AT CORNER TO DOOR FRAME) ROD & SEAL PERIMETER (BOTH SIDES OF DOOR) METAL FLASHING 4" VINYL SIDING R-5 TYVEK THERMAWRAP R-21 INSULATION KRAFT FACE 2X8 WOOD STUD @ 16" O.C. OSB BOARD DRIP FLASHING SHIM 5/8" TYPE "X" GYP. BD. (RETURN AT CORNER TO DOOR FRAME) FACE FASTENER 5/8" TYPE "X" GYP. BD. (RETURN AT CORNER TO DOOR FRAME) ROD & SEAL PERIMETER (BOTH SIDES OF DOOR) METAL FLASHING R-5 TYVEK THERMAWRAP R-21 INSULATION KRAFT FACE 2X8 WOOD STUD @ 16" O.C. OSB BOARD 3 5/8" BRICK 2" AIR SPACE ROOF 16' -0" 2 5/8" GYPSUM BOARD 1/2" RESILIENT CHANNEL VENTED VINYL SOFFIT 4" VINYL SIDING 3X5 GUTTER ROOF ASSEMBLY: - 3 TAB ASPHALT SHINGLES - 15# FELT PAPER - ICE & WATER SHIELD TO 3'-0" - INSIDE TREATED BUILDING - 3/4" TOUNGE & GROOVE PLYWOOD DECK - WOOD TRUSS PRE ENGINEERED ROOF TRUSS SEE STRUCTURAL FOR BRACING INFORMATION 2'-0" BAFFLE VENT R-49 ATTIC INSULATION DRIP FLASHING UNDERNEATH ICE SHIELD R-5 TYVEK THERMAWRAP METAL FLASHING 4" VINYL SIDING OSB BOARD OUTSIDE INSIDE OVERHEAD DOOR R-21 INSULATION KRAFT FACE 2X8 WOOD STUD @ 16" O.C.5/8" GYP. BD. SILL PAN FLASHING SHIM 5/8" TYPE "X" GYP. BD. (RETURN AT CORNER TO DOOR FRAME) FACE FASTENER 4" VINYL SIDING THIS DOCUMENT, THE IDEASAND DESIGNS INCORPORATED THEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICES, IS THE PROPERTY OF RUSSELL AND DAWSON INC, AND MAY NOT BE USED, IN WHOLE OR IN PART, FOR ANY OTHER PROJECT OR BY ANY OTHER PERSON OR CORPORATION OTHER THAN THAT NAMED HEREON WITHOUT THE WRITTEN AUTHORIZATION OF RUSSELL AND DAWSON INC. ANY SUCH UNAUTHORIZED USE WILL BE SOLELY AT THE USER'S RISK AND RUSSELL AND DAWSON LLC WILL BEAR NO RESPONSIBILITY ARISING OUT OF SUCH USE.Rev.: 18.00SHEET NUMBER:SHEET TITLE:FILE NO:DATE:DRAWN BY:CHECKED BY:STAMP:PROJECT:ARCHITECTURE & ENGINEERING1111 Main Street, East Hartford CT 06108TEL: (860) 289-1100 FAX: (860) 289-3272 E-MAIL: info@rdaep.comRUSSELL AND DAWSON INC.SCALE:AS NOTED© 2023 by Russell and Dawson Inc.6/6/2025 9:01:53 PMMAINTENANCE BUILDINGA-4DOOR & WINDOWSCHEDULES AND DETAILS24121KMBJXM11/12/2024328 BURNHAM ST, SOUTH WINDSOR, CTWINDOW SCHEDULE MARK WIDTH HEIGHT SILL HEIGHT HEAD HEIGHT W1 6' - 6" 5' - 0" 9' - 0" 14' - 0" 3" = 1'-0"A-4 8 WINDOW JAMB DETAIL - J3 1 1/2" = 1'-0"A-4 4 DOORS SILL @ ADA ENTRY 1 1/2" = 1'-0"A-4 5 GARAGE DOOR @ SILL 3" = 1'-0"A-4 H1 HEAD 1 - DETAIL @ EXT. DOOR - H1 1 1/2" = 1'-0"A-4 6 PRECAST SILL DETAIL 1 1/2" = 1'-0"A-4 7 WALL BASE DETAIL 3" = 1'-0"A-4 J1 JAMB 1 - DETAIL @ EXT. DOOR - J1 3" = 1'-0"A-4 12 WINDOW HEAD DETAIL @ SIDING H3 3" = 1'-0"A-4 J2 JAMB 2 - DETAIL @ EXT. DOOR -J2 1 1/2" = 1'-0"A-4 1 EAVE DETAILS 3" = 1'-0"A-4 9 OVERHEAD DOORS -H2/J2 3" = 1'-0"A-4 2 WINDOW SILL DETAIL - S3 DOOR SCHEDULE TYPE MARK DOOR FRAME WIDTH HEIGHT THICK. MATERIAL FINISH TYPE TYPE HEAD JAMB MATERIAL FINISH D1 3' - 8" 7' - 0" 0' 1 3/4" INS. HM PAINT A F1 H1 J1 HM PAINT D2 3' - 4" 7' - 0" 0' 1 3/4" INS. HM PAINT A F1 H1 J1 HM PAINT D3 12' - 0" 14' - 0" 0' 1 3/4" INS. HM PAINT B BY MANF. H2 J2 HM PAINT D4 3' - 0" 7' - 0" 0' 1 3/4" HM PAINT C F1 H1 J2 HM PAINT REVISIONSNO. DESCRIPTION DATE BY ROOF 16' -0" 1 5/8" GYPSUM BOARD 1/2" RESILIENT CHANNELVENTED VINYL SOFFIT 4" VINYL SIDING 3X5 GUTTER ROOF ASSEMBLY: - 3 TAB ASPHALT SHINGLES - 15# FELT PAPER - ICE & WATER SHIELD TO 3'-0" - INSIDE TREATED BUILDING - 3/4" TOUNGE & GROOVE PLYWOOD DECK - WOOD TRUSS PRE ENGINEERED ROOF TRUSS SEE STRUCTURAL FOR BRACING INFORMATION 2'-0" BAFFLE VENT R-49 ATTIC INSULATION DRIP FLASHING UNDERNEATH ICE SHIELD PRECAST SILL FLASHING WITH DRIP EDGE GALV. METAL FLASHING E2 E1 FIRST FLOOR 0' -0" SLAB ON GRADE FINISH GRADE 8"FLASHING FULL COLLAR JOINT METAL TIE 3-5/8" BRICK 2" AIR SPACE REFER STRUCTURAL DRAWINGS FOR DETAILS ROOF 16' -0" FIRST FLOOR 0' -0" 1 ROOF ASSEMBLY: - 3 TAB ASPHALT SHINGLES - 15# FELT PAPER - ICE & WATER SHIELD TO 3'-0" INSIDE TREATED BUILDING - 3/4" TONGUE & GROOVE PLYWOOD DECK - WOOD TRUSS REFER STRUCTURAL DRAWINGS FOR ROOF DETAILS GUTTER 1"16'-0"SLAB ON GRADE SEE STRUCTURAL DRAWINGS FOR DETAILS A-5 3 A-5 4 A-5 2 1/2" = 1'-0"A-5 1 ENLARGED SECTION THIS DOCUMENT, THE IDEASAND DESIGNS INCORPORATED THEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICES, IS THE PROPERTY OF RUSSELL AND DAWSON INC, AND MAY NOT BE USED, IN WHOLE OR IN PART, FOR ANY OTHER PROJECT OR BY ANY OTHER PERSON OR CORPORATION OTHER THAN THAT NAMED HEREON WITHOUT THE WRITTEN AUTHORIZATION OF RUSSELL AND DAWSON INC. ANY SUCH UNAUTHORIZED USE WILL BE SOLELY AT THE USER'S RISK AND RUSSELL AND DAWSON LLC WILL BEAR NO RESPONSIBILITY ARISING OUT OF SUCH USE.Rev.: 18.00SHEET NUMBER:SHEET TITLE:FILE NO:DATE:DRAWN BY:CHECKED BY:STAMP:PROJECT:ARCHITECTURE & ENGINEERING1111 Main Street, East Hartford CT 06108TEL: (860) 289-1100 FAX: (860) 289-3272 E-MAIL: info@rdaep.comRUSSELL AND DAWSON INC.SCALE:AS NOTED© 2023 by Russell and Dawson Inc.6/6/2025 9:01:54 PMMAINTENANCE BUILDINGA-5SECTION & ENLARGEDDETAILS24121KMBJXM11/12/2024328 BURNHAM ST, SOUTH WINDSOR, CTREVISIONSNO. DESCRIPTION DATE BY 1 1/2" = 1'-0"A-5 2 EAVE DETAILS 1 1/2" = 1'-0"A-5 3 PRECAST SILL DETAIL 1 1/2" = 1'-0"A-5 4 WALL BASE DETAIL Appl #25-29P, 328 Burnham LLC Public Hearing 7/22/25 Planning Department Report 1. This is a request for site plan approval to construct a multi-tenant industrial flex building totaling 12,411 sf., and special exception to Table 4.1.1A to allow for a residential rental unit on property located at 328 Burnham Street, I zone. 2. The existing property currently contains a single-family residence and otherwise open land with a wooded fringe. It has frontage on Burnham Street, which is controlled by the Town of East Hartford. 3. Per our regulations, a free-standing single-family residence in the Industrial zone is allowed in conjunction with a permitted commercial use. By special exception approval, this residence can be used as a rental property provided the owner operates the business on site. However, no more than 10% of properties within 1000 feet of the site can contain such rentals. 4. The existing residence on site will remain as 328 Burnham Street, while the new industrial flex building will be 320 Burnham Street, with units designated A through I, starting with the unit nearest to the road. 5. The proposed condition of the site appears to comply with our zoning regulations. Lot coverage is demonstrated as 16%; 50% allowed. Impervious coverage is 50%; 65% allowed. Lot area, frontage, yard setbacks, and building height appear to comply except for a pre- existing non-conforming side yard setback of 9.5’ where 10’ is required. 6. I have provided comments to the applicant to remove the reference to a “deed parcel line” on Drawing V-1. Prior to final sign off, the drawings shall be revised to treat this property as one parcel with one set of yard setbacks. Additionally, the deed shall be rewritten to reflect as such and submitted to our department for review. 7. I have inquired about any potential outdoor storage on this site. The applicant has stated that outdoor storage will occur in the area currently labeled as “trailer parking”. Per our regulations, outdoor storage shall be limited to: materials and equipment used in on-site manufacturing, processing, or assembly; and to goods produced on site and awaiting shipment. Furthermore, any outdoor storage shall not exceed 20 feet in height, shall be confined to the read and side yards, and shall be effectively screened from the view of adjacent properties and public ways. 8. A photometric plan has been provided and the proposed light fixtures appear to comply with our regulations. Light fixtures have color temperatures of 3000K and are full cutoff as indicated by the BUG rating. Several fixtures incorporate house-side shields to limit backlight off the property and into sensitive ecological areas. 9. There are regulated wetlands on this site. The Inland Wetlands Agency and Conservation Commission approved this application at their May 7 meeting with standard approval conditions including the collection of bonds in the amount of $10,000 for establishment and maintenance of erosion and sediment controls, $8,000 for the installation of stormwater structures, and $2,500 for installation and establishment of wetland plantings which shall be held for three full growing seasons for monitoring, maintenance, and invasive control. 10. Site plans have been reviewed by the Architecture & Design Review Committee on June 26 and the applicant was requested to return once they have more information available. Engineering comments (if any) will be read into the record. If this application is approved, the Planning Department has no additional comments. Respectfully, Justin F. Russo, PLA 58H Connecticut AveP.O. Box 1167South Windsor, CT 06074esignrofessionalswww.designprofessionalsinc.com860-691-8755July 2025320 & 328 Burnham StreetSouth Windsor, Connecticut320 BURNHAMINDUSTRIAL FLEXSITE LOCATION & AERIALFUTURE LAND USE POLICIES PLANTOWN OF SOUTH WINDSORPLAN OF CONSERVATION AND DEVELOPMENTEFFECTIVE JULY 21, 2024SITE LOCATION AND CURRENT ZONING SL3M WM4FT WM4FT WM4FT WM4FT WM4FT WM2 SL3W 0.7 0.5 0.3 0.2 1.1 0.8 0.5 0.3 0.2 2.1 1.1 0.8 0.5 0.4 0.2 2.1 1.2 0.9 0.6 0.4 0.3 1.4 1.4 1.1 0.8 0.6 0.4 1.4 1.5 1.2 0.9 0.6 0.4 1.7 1.4 1.1 0.8 0.5 0.3 2.3 1.2 0.9 0.6 0.4 0.3 2.1 1.3 0.9 0.6 0.5 0.3 1.4 1.4 1.1 0.8 0.6 0.4 1.3 1.5 1.2 0.9 0.7 0.4 1.6 1.4 1.1 0.8 0.5 0.4 2.3 1.3 0.9 0.7 0.5 0.3 2.2 1.4 1.1 0.8 0.5 0.4 1.6 1.7 1.3 1.0 0.7 0.4 1.6 1.7 1.3 1.0 0.7 0.4 2.3 1.5 1.1 0.8 0.6 0.4 2.4 1.3 0.9 0.7 0.5 0.3 1.6 1.4 1.1 0.8 0.5 0.4 1.3 1.5 1.2 0.9 0.7 0.4 0.2 0.8 1.2 1.4 1.5 1.5 1.4 1.1 0.6 1.3 1.4 1.2 0.8 0.6 0.4 0.2 0.2 0.3 0.7 0.8 0.9 1.0 0.9 0.8 0.8 0.5 2.2 1.3 0.9 0.6 0.5 0.3 0.2 0.2 0.2 0.3 0.4 0.5 0.5 0.5 0.4 0.3 0.2 2.3 1.2 0.8 0.6 0.4 0.3 0.2 0.3 0.4 0.5 0.7 0.8 0.8 0.6 0.4 0.3 0.2 0.3 0.5 0.9 1.1 1.4 1.7 1.6 1.2 1.0 0.6 0.2 0.2 0.5 0.8 1.3 1.3 1.3 1.4 1.3 0.9 0.5 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 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 0.0 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 0.2 0.3 0.3 0.3 0.2 0.2 0.2 0.2 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.5 0.8 1.2 1.5 1.2 0.9 0.9 0.6 0.4 0.3 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.8 1.4 1.7 2.2 1.7 1.4 1.5 1.0 0.7 0.5 0.3 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.3 1.1 0.8 0.5 0.3 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.1 1.1 0.8 0.5 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.1 1.2 0.9 0.6 0.4 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.4 1.4 1.1 0.8 0.6 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 1.4 1.5 1.2 0.9 0.6 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.7 1.4 1.1 0.8 0.5 0.3 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.3 1.2 0.9 0.6 0.4 0.3 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.1 1.3 0.9 0.6 0.5 0.3 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.4 1.4 1.1 0.8 0.6 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.3 1.5 1.2 0.9 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.6 1.4 1.1 0.8 0.5 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.3 1.3 0.9 0.7 0.5 0.3 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.2 1.4 1.1 0.8 0.5 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.6 1.7 1.3 1.0 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.6 1.7 1.3 1.0 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.3 1.5 1.1 0.8 0.6 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.4 1.3 0.9 0.7 0.5 0.3 0.2 0.1 0.1 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 1.6 1.4 1.1 0.8 0.5 0.4 0.2 0.1 0.2 0.5 0.8 1.0 0.9 1.0 1.0 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 1.3 1.5 1.2 0.9 0.7 0.4 0.2 0.2 0.3 0.8 1.2 1.4 1.5 1.5 1.4 1.1 0.6 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.3 1.4 1.2 0.8 0.6 0.4 0.2 0.2 0.3 0.7 0.8 0.9 1.0 0.9 0.8 0.8 0.5 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.2 1.3 0.9 0.6 0.5 0.3 0.2 0.2 0.2 0.3 0.4 0.5 0.5 0.5 0.4 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 2.3 1.2 0.8 0.6 0.4 0.3 0.2 0.3 0.4 0.5 0.7 0.8 0.8 0.6 0.4 0.3 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.4 1.2 0.9 0.6 0.4 0.3 0.3 0.5 0.9 1.1 1.4 1.7 1.6 1.2 1.0 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 0.7 0.8 0.6 0.5 0.4 0.3 0.2 0.5 0.8 1.3 1.3 1.3 1.4 1.3 0.9 0.5 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 0.3 0.4 0.4 0.3 0.2 0.2 0.1 0.1 0.1 0.0 0.1 0.1 0.1 0.0 0.0 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 0.0 0.0 0.1 0.1 0.1 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Luminaire Schedule Qty Label Arrangement Lumens Input Watts LLF BUG Rating Description 1 SL2 Single 2827 25.7 0.900 B0-U0-G1 USAL RZR-M-PLED-II-24LED-350mA-30K-VOLT-1-FINISH-HS-PLED / MOUNTED TO 16FT POLE 1 SL3M Single 2861 25.7 0.900 B0-U0-G1 USAL RZR-M-PLED-III-M-24LED-350mA-30K-VOLT-1-FINISH-HS-PLED / MOUNTED TO 16FT POLE 1 WM2 Single 3044 21.4 0.900 B1-U0-G1 USAL RZR-WM1-PLED-II-20LED-350mA-30K-VOLT-FINISH / WALL MOUNTED @ 8FT AFG TO BOF 5 WM4FT Single 4032 32.4 0.900 B1-U0-G2 USAL RZR-WM2-PLED-IV-FT-20LED-525mA-30K-VOLT-FINISH / WALL MOUNTED @ 16FT AFG TO BOF Calculation Summary Label Grid Height Avg Max Min Avg/Min Max/Min PARKING AND DRIVE LANES 0 0.88 2.4 0.2 4.40 12.00 SITE 0 0.10 2.4 0.0 N.A.N.A. JOB NAME: 328 BURNHAM STREET - SOUTH WINDSOR, CT APEX LIGHTING SOLUTIONS WORKPLANE/CALC PLANE: AT FINISH GRADE MOUNTING HEIGHT: SEE LUMINAIRE SCHEDULE APPS: DM SALES: SP SPECIFIER: DPI - DESIGN PROFESSIONALS ©···esignrofessionalsSCALE : DATE: DRAWN BY: 1"=20'-0" DM Some differences between measured values and calculated results may occur due to NOTE TO REVIEWER: Total Light Loss Factor (LLF) applied at time of design is determined by applying the Lamp Lumen Depreciation (LLD) from current lamp manufacturer's catalog, a Luminaire Dirt Depreciation Factor (LDD) based on IES recommended values and a Ballast Factor (BF) from current ballast specification sheets. Application of an incorrect Light Loss Factor (LLF) will result in forecasts of performance that will not accurately depict actual results. input data, differences will occur between measured values and calculated values. the lighting calculations. If the real environment conditions do not match the dimensions, reflectances, furniture and architectural elements significantly affect variations. Input data used to generate the attached calculations such as room measurement techniques and field conditions such as voltage and temperature tolerances in calculation methods, testing procedures, component performance, * LLF Determined Using Current Published Lamp Data For proper comparison of photometric layouts, it is essential that you insist all designers use correct Light Loss Factors. GENERAL DISCLAIMER: Calculations have been performed according to IES standards and good practice DRAWING TITLE: PROJECT TITLE: 6/25/25 328 BURNHAM STREET SOUTH WINDSOR, CT SITE LIGHTING PHOTOMETRIC CALCULATION 20-30 BEAVER ROAD, WETHERSFIELD, CT 06109 TELEPHONE 860.632.8766 / WWW.APEXLTG.COM PLANNING DEPARTMENT CERTIFIED MAIL #7022 2410 0000 6508 7211 July 25.2025 Barbara Schmin.P.L.A..LEED AP Design Professionals.Inc. 58 Connecticut Avenue.Suite H South Windsor,CT 06074 Dear Ms.Schmitt: Re:Appl.25—29P.328 Bumham.LLC Special Exception and Site Plan We are pleased to advise you that the Planning &Zoning Commission voted on July 22.2025 to approve with modifications the above referenced application for a Special Exception to Table 4.1.1A and a Site Plan of Development. This approval is for a site plan to construct a multi—tenant industrial flex building totaling 12,41 1 sf.and Special Exception to Table 4.1.1A to allow for a residential rental unit,on propertylocatedat328BumhamStreet.I zone.as shown on plans prepared by Design Professionals,Inc., Project No.5248,dated April 1.2025 and as revised July 15.2025.This approval is subject to the following modifications: 1.? .,J. Prior to commencement ofany site work.a meeting must be held with Town Staff. No building permit will be issued until the final mylars have been filed in the Town Clerk’s office. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission.including bonds in the amount of $10.000 for establishment and maintenance of erosion and sediment controls.$8.000 for the installation of stomiwater structures.and $2.500 for installation and establishment of wetland plantingswhichshallbeheldforthreefullgrowingseasonsformonitoring.maintenance,and invasive control. A landscape bond in the amount of $10.000 is required and must be submitted prior to the issuance ofa certificate ofoccupancy ifwork is not completed. All bonds must be in one ofthe forms described in the enclosed Bond Policv. An as-built plan is required prior to issuance ofa Certificate of Occupancy per Section 9.1.3 ofthe Zoning Regulations. All plans used in the field by the developer must bear the stamp and authorized signature of the Town ofSouth Windsor. The building street number must be included on the final plan.w Pavement markings must be maintained in good condition throughout the site drives and parking areas. 10.All free—standing signs and/0r building signs require the issuance ofa sign permit before they are erected. 11.Drawings shall be updated to remove the “deed parcel line.”show one set ofsetbacks for the entire property.and the deed shall be rewritten and submitted to reflect the project site being one parcel. 1540 Sullivan Avenue,South Windsnr,ET [15074 i Tel (H511)Mil—2511 Ext 2325 l Planning@SnuthWindsur-ET.gnv 12.The applicant shall return to the Architectural and Design Review Committee for a positiverecommendationofthearchitecturalplans. Black and white transparent mylars of Sheet C—SPI and any sheets that display approval letters, with the above modifications,together with three print copies and one electronic copy of the entire set of plans (including architectural elevations and landscaping plans))must be submitted to this Commission to be stamped and signed.The letters of approval of this Commission as well as the Inland Wetlands Agency/Conservation Commission must be reproduced on the mylars. After the mylars have been signed by the Commission,they will be retumed to you for filing in the Office ofthe Town Clerk.After filing these plans.a copy ofthe receipt must be submitted to the Planning Department. The attached Special Exception form must be completed and filed in the Town Clerk’s office. The Special Exception will take effect upon filing. Sincerely. K,Wm r xf/u (gad Kevin Foley.Vice Chairman Planning and Zoning Commission KF/js Enclosure:Bonding Policy cc:Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal Tyler Maneeley.328 Burnham LLC ) I.Kevin Foley,Vice Chairman of the South Windsor Planning &Zoning Commission.hereby certify that on July 22)2025.the Planning and Zoning Commission granted to 328 Bumham LLC a site plan approval to construct a multi-tenant industrial tlex building totaling 12,411 s11,and a Special Exception to Table 4.1.1A of the Zoning Regulations to allow for a residential rental unit on property located at 328 Bumham Street.I zone. as shown on plans prepared by Design Professionals.Inc..Project N0.5248,dated April 1.2025 and as revised July 15,2025. This approval is subject to the following modifications: Prior to commencement of any Site work a meeting must be held w1th Town Staff No buildrng permit Will be issued until the final mylars have been filed in the Town Clerk s office This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission.including bonds in the amount of$10.000 for establishment and maintenance oferosiori and sediment controls,$8,000 for the installation of stormwater structures.and $2,500 for installation and establishment ofwetland plantings which shall be held for three full growing seasons for monitoring, maintenance,and invasive control. A landscape bond in the amount of $1 0,000 is required and must be submitted prior to the issuance of a certificate ofoccupancy if work is not completed. UI All bonds must be in one ofthe forms described in the enclosed Bond Policy. An as—built plan is required prior to issuance ofa Certificate of Occupancy per Section 9.1 .3 ofthe Zoning Regulations. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. The building street number must be included on the final plan.Pavement markings must be maintained in good condition throughout the site drives and parking areas. .All free-standing signs and/or building signs require the issuance ofa sign permit before they are erected. .Drawings shall be updated to remove the “deed parcel line.”show one set of setbacks for the entire property,and the deed shall be rewritten and submitted to reflect the project site being one parcel. .The applicant shall return to the ADRC for a positive recommendation of the architectural plans. bIQJH GIS PIN #15600328 Hm meg I ccmln piccc o:yucclgot land iu mw'xa'w ot 5mm:undaor.County 0t “Info“sad Suno:_co'mccmz u mm on a n39 or {aim caemed."mum sunvmn ton mum z,mu cwcmn.32a 5mm mm scum mum.em Luca:azcmz'mmc Issac.m.5cm 1‘:mmo'om unzo-a’t mun m chasm w‘i hogan gm cmméaSubstan§xgify Concct mung}.1}.Luck“vh1ch mp la an filo in thg 1M cink'uotucc“hut Tm of {mum m‘ndn‘or.Said piwtnca nrc morn VOVC1¢“1“1Y'5W4¢&“5 Acagubcd ac Eonmqa: bczxummg o:an no»yin uci'n the Nommtly aldo oi Dumm strut.um pm buns a‘diatom:o‘g g50.b0’mag the Northcrly an“:11m of pumhnScrcc:[tom :‘nc Sounwcscurlf :cmcr o!.ptoynny nos:ot’tomuly a!Arno,“w§narcs’n n.Caughlip.:hcnca runnmg R lu‘AG'09“t a :{tatnnc'n oi 300.0%}w wironplugthanccrunaiazS89’10}00"E n dhtnncc of 150.00'io‘0h 1‘93 §1m II“yxa awning nh'c Rotnmcangxi-gamcr at 1nd aw b:iomutlr 0‘Xmnld 1Mmu”n.'caugmn.tngn’co'mnning s‘m‘rM'an"u.a dncsncgo't 309(09‘w-posn‘Ln :h:nanny-1y nna a!nurnhaa Stud,“1s!you:urkfnn the 5éuthucnulycatncratlandnov01'manly at km“nné Thain“n.couahhh ‘h?fk¢°.'m‘“5R30‘10"'00”Hgn dictum:of ”Glow gmnhc iron 1:11:which Bark»thu y‘omt and 91am oi bcs:ming.« Said FIRST i’mCE being xhc same prcmiscs convcycd lo ARNOLD CO UGHLIN andTHERESAB.CQUGELXN by Wanamcc Deed ofl’mLiF MELO,JR.and THERESACIIAILET’I‘EvdmcdDcccmhcr 14,I981,and rccordcd at Volume 308.Page 32d of the ScuihWindsorLandRcconis, SECOND PIECE a certain piece or parcel of land iocatcd at Burnham Strem,Scum Windsor Comed‘icut‘,morc paniculariy bounded and described as follows: North 'by kmd now or Kormerly o'I Altrcd E.Vincncuvc;9m:hundred (100)feet; East ‘by laud now or formerly of Rodolphc Martin,.thrcc hundred (300)fccl; $6mh -by I3urnham Strcci one hun‘drcd (mo)fcct'and Wcst -by‘land now w:former$of A.C‘.Buniha‘m {hrcc hundr‘cd {300)Icet; OWNER OF RECORD:328 Bumham LLC Dated at South Windsor?Connecticut this 25th day of July. In accordance with CGS Section 8-3d Planning &Zoning Commission Received for record this day of South Windsor.Connecticut ATTEST: [v O lJ\UI BLACK ROOF SHINGLES GREY DOORS BLACK WINDOW \ PERSPECTIVE VIEW N.T.S. ARCHITECTURE 3 2 0 B U RN HAM INDUSTRIAL FLEX 320 328 Bumham Sue“&Bumham Sue“ ii d x H ‘,k k‘il V i ;fa '5 W " r f.4 n 1 WHITE OVERHEAD DOORS :-_:-I—_;_:-;Z:aria-{£1 ::::f::::::f:::i: _-_.H11; WHITE VINYL ‘=?=-:-—-::‘:‘:::1:1:‘€—:I-‘3'—':~‘1f€i-:-=-‘—:55:1 ~~~. . 4’HT EARTH TONE SIDING BRICKVENEER After recording,please return to: 328 Burnham Street,LLC 326 Quarry Brook Dr South Windsor,CT 06074 MERGER QUITCLAIM DEED Grantor/Grantee:328 Bumham LLC,a Connecticut limited liability company,having a principal place of business in South Windsor,Connecticut (hereinafter the“Grantor/Grantee”). For no consideration,the Grantor,with QUITCLAIM covenants,grants to the Grantee all right,title and interest the Grantor has in and to the real property situated in the Town of South Windsor,County of Hartford,and State of Connecticut,described below. The premises now owned by the Grantor were conveyed to it by Trustee’s Deed recorded in Volume 3028 at Pages 260—262 of the South Windsor Land Records,which deed described two separate parcels commonly referred to as the “First Piece”and the “Second Piece.” The purpose of this instrument is to merge and consolidate the two above-referenced parcels into one single,undivided lot for zoning and land—use purposes.This instrument is intended to satisfy the Planning &Zoning Commission’s approval for Application 25-29P,which requires the drawings be updated to remove the “deed parcel line”and that the deed be rewritten and submitted to reflect the project site being one parcel. The merged premises are shown on maps or plans entitled "Property and Topographic Survey prepared by Design Professionals,Inc,Project No.5248 Sheet V—l Scale l”=20' Date 4-19-24 Prepared for Tyler Maneeley 326 Quarry Brook Drive South Windsor,CT 06074”and “Site Plan prepared by Design Professionals,Inc.,Project No.5248 Sheet C— SPI Sheet 2 of 14 Scale 1"=20'Date 4-1-25 Revisions 4-10-25 4—30—25 6—9—25 6—26—25 7-1 5-25 Prepared for Tyler Maneeley 326 Quarry Brook Drive South Windsor,CT 06074.” These plan references are for convenience only;in the event of any discrepancy,the metes—and—bounds description in Schedule A controls. Upon the recording ofthis instrument,the two parcels described in the above Prior Deed Reference are hereby merged and consolidated into a single parcel more particularly described on Schedule A (Merged Premises)attached hereto and made a part hereof. Subject to:rights of tenants in possession (if any);building,building—line,and zoning regulations of the Town of South Windsor;and all easements,restrictions,agreements, conditions,covenants,variances,and encumbranccs of record,insofar as the same may be in force and applicable. No change in beneficial ownership is intended or effected by this instrument;it is executed solely to evidence the merger of lots.Any interior parcel boundary lines between the merged parcels are hereby extinguished to the extent permitted by law. Signed this day of September,2025. Witnessed by: 328 Burnham LLC Craig Maneeley Its Member,Duly Authorized STATE OF CONNECTICUT ) )ss.South Windsor COUNTY OF HARTFORD ) On this day of September 2025,personally appeared Craig Maneeley,duly authorized member of 328 Burnham LLC,who signed the foregoing Instrument as his free act and deed for the purposes herein contained on behalfof said limited liability company,before me. Notary Public Commissioner of the Superior Court My Commission expires: Schedule A (Merged Premises) 328 Burnham Street South Windsor,Connecticut Beginning at a point on the northerly right-of—way line of Burnham Street,the southwesterly property comer of land now or formerly Mark E.Brooks,and the southeasterly property comer of the property described hereon; Thence S86o27'04"W along the northerly right-of—way line of Burnham Street,a distance of 250.00 feet to a point at the southeasterly property comer of land now or formerly ARG STWlNCTOOl LLC; Thence N05°2l '03"E along the easterly property line of ARG STWlNCTOOl LLC,a distance of 299.98 feet to a 11/2"iron pipe; Thence N86038'02"E along the southerly property line of land now or formerly ARG STWINCTOOI LLC,a distance of 100.53 feet to a 11/2"iron pipe; Thence N86038'02"E along the southerly property line of land now or formerly ARG STWINCTOOI LLC,a distance of 49.47 feet to a point at the southwesterly property corner of land now or formerly DJS 360 Holdings LLC; Thence N86027'49"E along the southerly property line of land now or formerly DJS 360 Holdings LLC,a distance of 100.00 feet to a 3A"iron pipe; Thence $0502l'56"W along the westerly property line of land now or formerly Mark E. Brooks,a distance of 299.48 feet to the point and place of beginning. The property described hereon contains 74.01 8 square feet or 1.699 acres,more or less.