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25-11P 555 Nutmeg Road N Site Plan Modification
RE: 555 Nutmeg Road North, South Windsor, CT 06074 To Whom It May Concern: On behalf of 555 Nutmeg Owner Limited Partnership, I authorize Design Professionals, Inc. to act as our agent and to execute any land-use application associated with our proposed industrial development in South Windsor, CT. Please do not hesitate to reach out if you need further information. Signed: Mr. Brian Ker 555 Nutmeg Owner Limited Partnership c/o Snowball Group, LLC 80 Saint Marks Ave, Apt 3A Brooklyn, NY 11217 \\DPIFS1\G-Drive\jobs\5215\Docs\Applications\PZC\Submission 1 - 2025-02-24\03_NARRATIVE\Working\5215 PZC Narrative 2025-02- 24.docx P.O. BOX 1167 21 JEFFREY DRIVE SOUTH WINDSOR, CT 06074 PHONE: 860.291.8755 FAX: 860.291.8757 www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / PLANNERS / SURVEYORS / GIS ANALYSTS / LANDSCAPE ARCHITECTS Serving Connecticu t, Massachusetts, & Rhode Island Narrative Statement Site Plan Modification Application 555 Nutmeg Owner Limited Partnership 555 Nutmeg Road North Warehouse 555 Nutmeg Road North South Windsor, Connecticut DPI Proj. No. 5212 February 24, 2025 555 Nutmeg Owner Limited Partnership (Applicant) is the owner of the 12.09-acre property currently occupied by US Autoforce at 555 Nutmeg Road North in South Windsor. US Autoforce is a distributor of tires, undercar parts, and lubricants to independent tire retailers, auto repair shops, and automotive dealerships with more than 60 distribution centers across the nation. The purpose of this narrative statement is to introduce 555 Nutmeg Owner Limited Partnership’s site plan application for modifications to the warehouse building and its site. For this development, 555 Nutmeg Owner Limited Partnership has assembled the following design team: Aldrich Construction Company Inc., Manchester (building general contractor); Lincoln Property Company, Hartford (construction management); Design Professionals, Inc, South Windsor (civil engineering, planning, landscape architecture, land surveying); F.A. Hesketh & Associates, Inc, East Granby (traffic engineering); and JMM Wetland Consulting Services, LLC, Newtown (wetlands & environmental). Application Overview The improvements planned by 555 Nutmeg Owner Limited Partnership aim to redevelop the property to meet their tenants’ needs and to update the building and site facilities to contemporary standards. The existing warehouse and associated site features were constructed in 1980 and no renovations have substantially altered the property in subsequent years. The current occupant, US Autoforce, acquired the previous occupant, Max Finkelstein, in 2022 and has continued to operate in a similar fashion to its predecessor since that time. Max Finkelstein also owned the building from 1998 until the property was sold to 555 Nutmeg Owner Limited Partnership who purchased the property with the intent of renovating the facilities. US Autoforce presently requires loading and storage space exceeding that which is provided by the existing facilities. The additional and heightened dock doors, as well as maneuvering, storage and parking areas are all added to the property to provide features comparable to those of similarly sized warehouses. 555 Nutmeg Owner Limited Partnership’s site plan application proposes renovations to an existing 109,270+ square foot warehouse building including the demolition of a 3,010+ square foot warehouse building appendage. The project also modifies existing dock doors and constructs additional dock doors. The project also includes site improvements including, but not limited to, \\DPIFS1\G-Drive\jobs\5215\Docs\Applications\PZC\Submission 1 - 2025-02-24\03_NARRATIVE\Working\5215 PZC Narrative 2025-02-24.docx the expansion of loading areas, the construction of parking areas for vehicles, outdoor storage areas, trailer parking areas, sidewalks, landscaping, lighting, utilities, and stormwater management areas. The project improves the property by demolishing a 3,010+ square foot warehouse building appendage which will allow for expanded loading areas and seven (7) additional dock positions. Paving areas for circulation and maneuvering are expanded to more safely accommodate tractor trailers maneuvering. The property’s capacities are similarly improved through the construction of additional site paving and improvements including the construction of an outdoor storage area that can park 75 trailers. The plans bring the property into compliance with prevailing parking regulations and include the construction of a 44-car parking lot in compliance with the current Town of South Windsor Planning and Zoning Regulations for warehouses and offices in industrial zones. The plans consider two areas of reserved parking that provide 52 and 35 spaces, respectively for a total of 87 total reserve spaces. Site improvements will impact approximately 7.8+ of the 12.0+ acre parcel including 1,800+ square feet of upland review area (URA) disturbance within 100 feet of a wetland boundary and, with this, a permit application was submitted to the Inland Wetlands Agency for regulated activities associated with the project and it was unanimously approved by the Wetlands Agency on February 19, 2025. No wetlands will be directly altered by the plans. Summary of Zoning Warehouses and distribution centers are permitted in the Industrial zoning district and the existing building and uses conform to current regulations. Site plan review and a site plan modification permit are required of the redevelopment. The submitted site plan meets all of the Industrial zone’s bulk, dimensional and other requirements, e.g., impervious coverage is 59.23% presently and 64.3% with the construction of all reserved parking areas (65% allowed), and lot coverage is reduced to 20.8% (50% allowed). Site lighting is renovated to conform with current regulations. The selected lights are dark sky compliant. All abutting parcels, and the area around them, are similarly in the Industrial zone, and no buffers are required, in accordance with the zoning regulations. The closest residential zones are areas of Rural Residential (RR) located 1,400+ feet east of the site and areas of A-40 Residential Zoning across Route 5 approximately 1,600+ feet to the west of the site. 555 Nutmeg Owner Limited Partnership’s plan includes the construction of four (4) Electric Vehicle (EV) Ready Charging Stations, which represent 10% of provided spaces (44 spaces) to support the existing 109,270+ warehouse building with 6,110 square feet of office space on the first floor of the building appendage to remain. Of the EV-ready parking spaces provided, three (3) will be installed and active, representing 7% of the total parking spaces, one of which will be a van accessible/handicap restricted, and another will be van accessible. All of this is in accordance with the Commission’s adopted EV regulations. When reserved parking is constructed, EV spaces will be constructed. Project Site, Facilities, and Operations The property presently contains one building, occupied by US Autoforce, and the warehouse and office building will remain except for the 3,010 square foot addition to be removed. The rest \\DPIFS1\G-Drive\jobs\5215\Docs\Applications\PZC\Submission 1 - 2025-02-24\03_NARRATIVE\Working\5215 PZC Narrative 2025-02-24.docx of the parcel is occupied by paving for circulation and parking, mature landscaping between the building and Nutmeg Road North, and wooded areas. The topography gradually slopes from east to west. The existing pavement is cracked, spalled, broken, and pitted. Existing utilities are sufficient for current operation requirements. The project retains seven (7) existing loading dock doors and one (1) drive in door. The existing loading docks are separated into two sets with three (3) doors east of the main entrance along with the drive-in door, and four (4) door west of the main entrance. Renovation plans improve the facility by removing and constructing seven (7) additional dock doors west of the main entrance that can be utilized for loading operations. This facility currently has approximately 22 employees. The receiving of goods regularly occurs in the early morning hours and distribution occurs throughout the day during regular business hours. Presently, the site is visited by up to three (3) large tractor-trailer trucks (WB-67) and by three (3) single unit box trucks per day, on average. The site is currently operated Monday through Friday from 3:00 A.M to 5:30 P.M., generally. The site is also operational for a half a shift on Saturday. Site Access and Traffic Considerations Nutmeg Road North parallels Route 5 and the site is readily accessed from route via existing truck routes on either state or federal highways. Nutmeg Road North intersects with Strong Road 2,200 + feet north of the site and intersects with Governor’s Highway 800 + feet south of the site. The existing site driveway to Nutmeg Road North is improved with the addition of a 15’ long, 12” wide white painted stop bar and stop sign. An expansion of the existing lane to the dock improves the maneuvering of trucks. A crosswalk is added to the site to circulate pedestrians from the parking lot to the front door. Loading WB-67 trucks at the existing and added docks is screened by the building and the existing landscaping. Engineered turning maneuvers for WB-67 trucks indicated that access to both proposed loading areas can be accomplished without crossing striped standard parking and truck loading areas. Turning movements are included in the site plan submitted with this application. F.A. Hesketh & Associates’ Traffic Impact Statement concludes that, with no building expansion, the redevelopment does not generate new traffic based on analysis conducted per the Institute of Traffic Engineers (ITE) trip generation tabulation procedures. The project may increase the number of truck trips to the site from current levels by improving building operation conditions, but because ITE analysis is based on the square footage of the existing building, the Traffic Impact Statement does not consider the impact to be newly generated. The ITE analysis estimates a trip generation potential of 211 trips daily with a peak morning volume of 37 trips and a peak afternoon volume of 40 trips. The analysis estimates the warehouse will generate 66 daily truck trips as per the ITE trip generation manual. The Traffic Impact Statement concluded that because truck queuing does not occur under current site operations, it is also not anticipated. The additional dock doors and storage area alleviate potential queuing pressures. The report concludes that existing visibility and proposed maneuvering spaces are sufficient to not create nuisance or hazard. For further clarification, please see the Traffic Engineer’s report and conclusions. \\DPIFS1\G-Drive\jobs\5215\Docs\Applications\PZC\Submission 1 - 2025-02-24\03_NARRATIVE\Working\5215 PZC Narrative 2025-02-24.docx Parking and Landscaping Plans for landscaping include preserved stands of mature deciduous and evergreen trees along Nutmeg Road North which continue providing a visual screen of the building and parking areas. Plantings added to the site include ornamental trees along with native shrubs and low spreading groundcovers specified for planting in the new parking areas. Native shrubs and trees are selected for use at the parking lot perimeter and at the rear yard around at the back of the stormwater management basins. The selections enhance the perimeter screening while providing habitat value in the form of food and cover sources for wildlife, including pollinators. Permanent vegetative stabilization of the stormwater management basins is provided by installing specialized seed mixes for the water quality basin slopes and basin bottoms that will provide a diverse cover of grasses and other perennials and provide wildlife habitat and food. The infiltration basin is stabilized using warm-season turfgrass which can be maintained such that groundwater recharge rates can be maintained. Stormwater Management The engineered stormwater drainage system will attenuate stormwater discharge rates and achieve water quality standards. This will be accomplished with the installation of surface wet water- quality basins as well as a dry infiltration basin and renovations of connections to the storm sewer system. The proposed design is consistent with the 2024 Connecticut Stormwater Quality Manual. The application identifies areas where snow storage will be located, and these areas will provide more than adequate on-site snow storage capacity and any excess will be removed from the site as needed to keep the stormwater management areas clear of snow, ice, and sediment, especially after major winter storm events. Soil Erosion and Sediment Control The application includes a complete soil erosion and sediment control plan which will protect the site and neighboring properties from potential erosion during construction. The plan is consistent with the 2024 Connecticut Guidelines for Soil Erosion and Sediment Control. Conclusion In our opinion, the application meets current zoning regulations and is consistent with the community’s Plan of Conservation & Development, adopted last year, which encourages business development in business zones, including the Industrial Zoning District. The application is certainly consistent with the character of the neighborhood, which includes warehouses and distribution facilities, light industrial uses, heavy commercial uses, and no nearby residential uses. The site was purchased by 555 Nutmeg Owner Limited Partnership because of its proven suitability to continue supporting warehousing operations due to its long-term history of operating as one. A traffic report was submitted as a part of this application that indicated no impact to the surrounding area. There is also no anticipated heavy demand on public utilities or impact on other uses in the area or impact to surrounding property values as a result of the proposed use. The proposed use is located within the industrial zone in Town and fits into the character of other neighboring industrial uses. The historic use of this property as a warehouse & distribution center will also be preserved. \\DPIFS1\G-Drive\jobs\5215\Docs\Applications\PZC\Submission 1 - 2025-02-24\03_NARRATIVE\Working\5215 PZC Narrative 2025-02-24.docx In conclusion, the with the redevelopment of the 109,270+ square feet warehouse property at 555 Nutmeg Road North, this development will add to South Windsor’s grand list and industrial base. This site plan modification application will further meet the applicant’s desire to provide a state-of -the-art warehouse matching the standards expected in the marketplace in order to retain and, over the long run, attract quality tenants. The applicant and their design team believe that the application fully complies with the Zoning Regulations, and we look forward to the Commission’s consideration of application. ©···esignrofessionalsesign rofessionals· · · esign rofessionals 21 EDWIN ROAD TREGLIA LOUIS 29700021 31 EDWIN ROAD JDIA REALTY LLC 29700031 300 GOVERNORS HIGHWAY ELECTRON TECHNOLOGIES CORPORATION 36900300 330 GOVERNOR HIGHWAY ELECTRO-METHODS INC 36900330 1049 JOHN FITCH BLVD PRIDE OPERATING LLC 47701049 1145 JOHN FITCH BLVD JFB LLC 47701145 1161 JOHN FITCH BLVD MANCHESTER PROPERTY GROUP LLC 47701161 1179 JOHN FITCH BLVD MIKE AND TONY AUTO SALES INC 47701179 444 NUTMEG ROAD G & S SCRAP REALTY LLC 65100444 519 NUTMEG ROAD ELECTRO-METHODS INC 65100519 528 NUTMEG ROAD JE SHEPARD COMPANY 65100528 540 NUTMEG ROAD MR SOUTH WINDSOR PROPERTIES LLC 65100540 560 NUTMEG ROAD 560 NUTMEG ROAD NORTH LLC 65100560 570 NUTMEG ROAD MR SOUTH WINDSOR PROPERTIES LLC 65100570 571 NUTMEG ROAD MJJ REALTY LLC 65100571 580 NUTMEG ROAD LRG LLC 65100580 585 NUTMEG ROAD SJD PROPERTY MANAGEMENT LLC 65100585 591 NUTMEG ROAD NUTMEG ROAD NORTH 591 LLC 65100591 595 NUTMEG ROAD NUTMEG ROAD NORTH 595 LLC 65100595 600 NUTMEG ROAD MR SOUTH WINDSOR PROPERTIES LLC 65100600 602 NUTMEG ROAD MR SOUTH WINDSOR PROPERTIES LLC 65100602 ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals· · · ’ · · · · ’ · ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals ‘’ STAKE TREES ONLY UPON THE APPROVAL OF THE LANDSCAPE ARCHITECT SEE STAKING DETAIL. WRAP TREE TRUNKS ONLY UPON THE APPROVAL OF THE LANDSCAPE ARCHITECT. SEE WRAPPING DETAIL. DO NOT HEAVILY PRUNE THE TREE AT PLANTING. PRUNE ONLY CROSSOVER LIMBS, CO-DOMINANT LEADERS, AND BROKEN OR DEAD BRANCHES. SOME INTERIOR TWIGS AND LATERAL BRANCHES MAY BE PRUNED; HOWEVER, DO NOT REMOVE THE TERMINAL BUDS OF BRANCHES THAT EXTEND TO THE EDGE OF THE CROWN. NOTE: FOR DIMENSIONS OF PLANTING AREAS, TYPES OF SOIL AMENDMENTS, OR SOIL REPLACEMENT, SEE "SOIL IMPROVEMENT DETAILS." NOTES: MARK THE NORTH SIDE OF THE TREE IN THE NURSERY, AND ROTATE TREE TO FACE NORTH AT THE SITE WHEN EVER POSSIBLE. SET TOP OF ROOT BALL FLUSH TO GRADE OR 25MM-50MM (1"-2") HIGHER IN SLOWLY DRAINING SOILS. MULCH RING, 1800MM (6') DIA. MIN. 2400MM (8') DIA. PREFERRED 50MM (2") MULCH. DO NOT PLACE MULCH IN CONTACT WITH TREE TRUNK. MAINTAIN THE MULCH WEED-FREE FOR A MIN. OF THREE YEARS AFTER PLANTING. EACH TREE MUST BE PLANTED SUCH THAT THE TRUNK FLARE IS VISIBLE AT THE TOP OF THE ROOT BALL. TREES WHERE THE TRUNK FLARE IS NOT VISIBLE SHALL BE REJECTED. DON'T COVER THE TOP OF THE ROOT BALL WITH SOIL. 100MM (4") HIGH EARTH SAUCER BEYOND EDGE OF ROOT BALL. REMOVE ALL TWINE, ROPE, WIRE AND BURLAP FROM TOP HALF OF ROOT BALL. REMOVE COMPLETELY IF SYNTHETIC IS USED. TAMP SOIL AROUND ROOT BALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOT BALL DOESN'T SHIFT. IF PLANT IS SHIPPED WITH A WIRE BASKET AROUND ROOT BALL, CUT THE WIRE BASKET IN FOUR PLACES AND FOLD DOWN 200MM (8") INTO PLANTING HOLE. PLACE ROOT BALL ON UNEXCAVATED OR TAMPED SOIL. 1.NO MULCH WITHIN 3" OF TREE TRUNK 2.THIS DETAIL ASSUMES THAT THE PLANTING SPACE IS LARGER THAN 2400 MM (8 FT.) SQUARE, OPEN TO THE SKY, AND NOT COVERED BY ANY PAVING OR GRATING. 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 DETAIL4Not to Scale TREE PROTECTION DETAIL3 ©···esignrofessionals 2 1 ©···esignrofessionals1" = 20' BUFFER CROSS SECTION 22 1" = 20' BUFFER CROSS SECTION 11 1" = 100' KEY MAP3 S4BC S4BC S2 S4 S4 W4 W4 S4 S4D S4S4 S4 S4 S4 S4 S4 W4W4W4 W4 W4 W4 W4 W4 W4 W4 W4 S4BC S4BC S4D 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 0.1 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 0.1 0.1 0.1 0.1 0.1 0.2 0.3 0.4 0.3 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.3 0.4 0.4 0.2 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 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.3 0.4 0.5 0.6 0.6 0.8 1.0 0.9 0.6 0.7 0.6 0.5 0.4 0.4 0.5 0.6 0.7 0.8 0.9 1.1 1.0 0.8 0.8 0.7 0.5 0.4 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 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 0.1 0.1 0.2 0.3 0.6 1.0 1.6 2.8 3.3 3.6 3.2 3.7 3.2 3.0 1.9 1.2 0.9 0.8 1.1 1.6 2.7 3.5 3.4 3.3 3.6 3.3 3.3 2.1 1.2 0.7 0.4 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.3 0.6 1.2 2.0 2.8 3.2 3.1 3.3 3.1 3.2 3.0 2.1 1.5 1.0 0.9 1.3 1.9 2.6 3.1 3.0 3.2 3.0 3.1 3.0 2.2 1.5 0.8 0.4 0.2 0.1 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 0.2 0.3 0.3 0.4 0.3 0.3 0.2 0.1 0.1 0.1 0.1 0.1 0.2 0.3 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.3 0.4 0.8 1.4 1.8 2.3 2.5 2.4 2.6 2.4 2.4 2.5 2.0 1.7 1.1 1.0 1.4 1.9 2.3 2.5 2.3 2.5 2.4 2.4 2.5 2.0 1.6 0.9 0.4 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.3 0.4 0.6 0.7 0.6 0.4 0.3 0.2 0.1 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.2 0.2 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.4 0.7 1.1 1.5 1.9 2.1 2.1 2.2 2.1 2.2 2.1 1.7 1.4 1.1 1.0 1.2 1.5 1.9 2.1 2.1 2.1 2.1 2.1 1.9 1.6 1.2 0.8 0.5 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.1 0.2 0.3 0.3 0.4 0.6 0.6 0.6 0.7 0.7 1.1 1.3 1.1 0.8 0.6 0.6 0.6 0.7 0.4 0.3 0.3 0.4 0.6 0.6 0.5 0.3 0.2 0.2 0.1 0.1 0.1 0.1 0.2 0.2 0.3 0.4 0.3 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.3 0.4 0.3 0.3 0.3 0.4 0.6 0.9 1.2 1.4 1.4 1.5 1.5 1.7 1.6 1.5 1.4 1.1 1.0 0.9 1.0 1.2 1.4 1.4 1.6 1.6 1.5 1.4 1.3 1.3 1.0 0.7 0.4 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.1 0.3 0.5 0.7 0.9 1.4 1.7 2.0 2.7 3.0 3.5 3.1 3.6 3.0 2.8 2.0 1.8 1.7 1.3 1.0 0.9 0.8 1.0 1.2 0.9 0.6 0.4 0.3 0.2 0.2 0.2 0.2 0.2 0.4 0.6 0.7 0.6 0.4 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.4 0.6 0.7 0.6 0.4 0.4 0.5 0.6 0.8 0.9 0.9 0.9 1.2 1.4 1.6 1.3 1.1 1.0 0.9 0.9 1.0 0.9 1.0 1.0 1.1 1.5 1.6 1.5 1.1 0.9 0.9 0.8 0.6 0.5 0.3 0.2 0.1 0.1 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 0.00.0 0.0 0.0 0.1 0.5 0.9 1.2 1.5 1.9 2.2 2.4 3.1 3.5 3.3 3.3 3.3 3.5 3.2 2.5 2.3 2.4 2.3 2.4 3.2 3.0 3.5 2.7 2.4 1.6 1.4 1.0 0.9 0.9 0.8 0.7 0.8 0.8 1.2 1.3 1.2 0.8 0.8 0.7 0.8 0.9 0.8 0.7 0.8 0.8 1.2 1.3 1.2 0.9 0.9 0.9 1.1 1.4 1.3 1.2 1.4 1.5 1.8 2.0 1.7 1.5 1.5 1.4 1.5 1.6 1.5 1.5 1.6 1.5 2.0 2.1 1.9 1.6 1.4 1.3 1.2 0.9 0.6 0.4 0.2 0.2 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.1 0.1 0.7 1.4 1.9 2.1 2.2 2.4 2.4 2.6 2.7 2.6 2.8 2.7 2.8 2.8 2.5 2.5 2.6 2.6 2.8 3.4 3.6 3.5 3.4 3.5 3.7 3.1 2.2 1.9 1.9 1.9 2.1 2.9 3.2 3.5 3.1 3.5 3.2 2.9 2.0 1.8 1.9 1.8 2.1 2.9 3.2 3.6 3.1 3.5 3.3 3.0 2.2 2.1 2.2 2.2 2.4 3.4 3.6 3.8 3.5 3.7 3.6 3.2 2.4 2.2 2.3 2.3 2.5 3.4 3.7 3.8 3.6 3.7 3.7 3.2 2.2 1.8 1.3 0.7 0.4 0.3 0.2 0.3 0.3 0.3 0.4 0.4 0.4 0.3 0.3 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.00.0 0.0 0.1 0.1 0.9 2.3 2.5 2.4 2.5 2.5 2.4 2.5 2.4 2.2 2.4 2.4 2.7 2.9 2.7 2.8 2.8 2.9 2.9 3.1 3.1 3.1 3.3 3.0 3.2 2.8 2.3 2.1 2.1 2.1 2.2 2.9 3.2 3.0 3.1 2.9 3.2 2.8 2.2 2.1 2.1 2.1 2.2 2.9 3.2 3.0 3.2 3.0 3.2 2.9 2.3 2.2 2.3 2.3 2.4 3.0 3.2 3.0 3.3 3.0 3.2 2.8 2.4 2.3 2.3 2.3 2.5 3.0 3.3 3.1 3.5 3.1 3.3 2.9 2.3 1.9 1.3 0.8 0.5 0.3 0.2 0.3 0.6 0.9 0.9 1.1 1.0 0.9 0.5 0.3 0.1 0.3 0.2 0.2 0.1 0.0 0.00.0 0.0 0.1 0.2 1.0 3.6 3.1 2.8 2.6 2.4 2.1 2.1 1.9 1.9 2.0 2.2 2.5 2.9 3.0 3.1 3.2 3.4 3.5 3.4 3.1 3.1 3.0 2.8 2.8 2.5 2.2 2.0 1.9 2.0 2.0 2.3 2.4 2.3 2.4 2.3 2.4 2.3 2.0 2.0 2.0 2.0 2.0 2.3 2.4 2.3 2.4 2.3 2.4 2.4 2.1 2.1 2.1 2.1 2.1 2.4 2.4 2.4 2.5 2.3 2.4 2.4 2.2 2.1 2.1 2.2 2.2 2.6 2.6 2.6 2.8 2.7 2.9 2.7 2.3 2.0 1.4 1.0 0.8 0.9 1.1 1.2 1.4 1.5 1.7 2.0 1.9 1.9 1.8 1.5 1.3 1.0 0.6 0.3 0.2 0.1 0.10.0 0.1 0.1 0.3 1.1 3.4 3.1 2.7 2.5 2.1 1.9 1.8 1.6 1.7 1.8 2.1 2.4 2.8 3.1 3.2 3.3 3.4 3.6 3.4 3.2 3.1 2.9 2.7 2.6 2.4 2.0 1.9 1.8 1.8 1.9 2.1 2.0 1.9 2.0 1.9 2.0 2.1 1.9 1.9 1.9 1.9 2.0 2.1 2.0 1.9 2.0 1.9 2.1 2.2 2.0 2.0 2.0 2.0 2.0 2.2 2.0 1.9 2.0 1.9 2.1 2.2 2.0 2.0 2.0 2.1 2.1 2.4 2.3 2.3 2.5 2.6 2.8 2.9 2.6 2.3 1.6 1.1 1.1 1.6 2.1 2.7 3.7 4.7 5.4 6.4 5.7 5.1 4.1 3.1 2.2 1.6 0.9 0.4 0.2 0.1 0.10.0 0.1 0.2 0.5 1.3 3.6 3.1 2.6 2.3 1.8 1.5 1.3 1.2 1.3 1.4 1.8 2.2 2.7 3.0 3.2 3.4 3.4 3.6 3.4 3.2 3.1 2.9 2.6 2.3 2.1 1.8 1.6 1.6 1.6 1.7 1.8 1.6 1.5 1.5 1.5 1.6 1.8 1.7 1.7 1.7 1.7 1.8 1.8 1.6 1.5 1.5 1.5 1.6 1.8 1.8 1.8 1.7 1.8 1.8 1.8 1.6 1.6 1.6 1.6 1.7 1.8 1.8 1.8 1.7 1.8 1.9 2.0 2.0 2.1 2.4 2.6 2.8 3.0 2.9 2.5 1.6 1.1 1.3 1.8 2.4 3.4 4.3 5.5 6.0 5.7 5.7 5.4 4.2 3.4 2.4 1.7 1.1 0.5 0.2 0.1 0.10.0 0.0 0.1 0.2 0.5 1.4 3.4 3.3 2.6 2.2 1.5 1.2 1.0 0.9 1.0 1.2 1.5 2.0 2.5 3.0 3.4 4.2 3.8 4.1 3.8 3.2 3.1 2.6 2.1 1.7 1.6 1.4 1.3 1.3 1.3 1.4 1.3 1.2 1.2 1.1 1.2 1.2 1.3 1.4 1.3 1.3 1.4 1.4 1.3 1.2 1.2 1.1 1.2 1.2 1.4 1.5 1.5 1.4 1.5 1.5 1.4 1.3 1.3 1.3 1.3 1.3 1.4 1.5 1.5 1.5 1.5 1.6 1.6 1.6 1.9 2.2 2.5 2.7 2.8 2.9 2.6 1.4 0.9 1.2 1.6 2.1 2.7 3.0 3.2 2.9 2.9 2.7 2.9 2.7 2.4 1.9 1.3 0.8 0.4 0.2 0.1 0.10.0 0.0 0.1 0.1 0.4 1.2 3.4 3.0 2.4 2.1 1.5 1.1 0.8 0.8 0.8 1.0 1.3 1.8 2.1 2.8 3.3 4.2 3.5 4.1 3.9 3.1 2.6 2.1 1.7 1.4 1.2 1.1 1.0 1.0 1.0 1.0 0.8 0.8 0.8 0.8 0.8 0.8 0.8 1.0 1.0 1.0 1.0 1.0 0.8 0.8 0.8 0.8 0.8 0.8 1.0 1.2 1.3 1.3 1.3 1.2 1.1 1.2 1.3 1.3 1.2 1.1 1.3 1.5 1.5 1.4 1.4 1.5 1.4 1.5 1.7 2.0 2.3 2.6 2.7 3.3 3.2 1.3 0.8 0.9 1.1 1.3 1.4 1.5 1.5 1.3 1.4 1.3 1.3 1.3 1.0 0.8 0.6 0.5 0.3 0.2 0.1 0.00.0 0.0 0.1 0.1 0.2 1.2 3.7 3.0 2.5 2.0 1.3 0.8 0.6 0.6 0.7 0.9 1.2 1.6 2.0 2.5 3.1 4.2 4.4 4.8 3.7 2.9 2.4 1.9 1.5 1.1 1.0 0.9 0.8 0.7 0.7 0.6 0.6 0.5 0.5 0.5 0.5 0.5 0.5 0.6 0.7 0.7 0.7 0.6 0.5 0.5 0.5 0.5 0.6 0.6 0.8 1.0 1.3 1.6 1.5 1.2 1.2 1.3 1.6 1.5 1.2 1.3 1.4 1.7 1.9 1.6 1.7 1.7 1.7 1.7 1.7 1.8 2.0 2.4 2.7 3.5 3.6 1.2 0.7 0.6 0.6 0.4 0.4 0.3 0.3 0.3 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.00.0 0.0 0.1 0.1 0.2 1.2 2.7 2.6 2.2 1.9 1.4 0.9 0.7 0.6 0.6 0.8 1.1 1.5 1.9 2.5 3.3 4.0 4.1 4.4 3.8 2.9 2.3 1.8 1.4 1.0 0.8 0.7 0.6 0.6 0.5 0.4 0.4 0.4 0.4 0.4 0.3 0.3 0.4 0.4 0.5 0.5 0.5 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.6 1.0 1.4 2.0 2.0 1.2 1.2 1.1 1.5 1.5 1.3 1.4 1.4 1.8 1.9 1.6 1.5 2.3 2.3 2.0 1.7 1.7 1.8 2.1 2.4 3.2 3.6 1.2 0.7 0.5 0.4 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.00.0 0.0 0.0 0.1 0.1 0.9 1.7 2.1 1.9 1.6 1.3 1.0 0.7 0.6 0.6 0.8 1.1 1.6 1.8 2.4 2.9 3.9 3.8 4.2 3.5 2.6 2.2 1.7 1.3 0.9 0.7 0.6 0.5 0.4 0.4 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.5 1.0 1.5 2.4 2.8 1.7 1.7 1.5 1.3 0.2 1.6 1.8 2.0 2.2 2.4 2.1 2.0 3.2 2.7 2.1 1.6 1.5 1.7 2.2 2.6 3.2 3.2 1.4 0.8 0.5 0.3 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 0.00.0 0.0 0.0 0.1 0.2 0.8 1.3 1.6 1.7 1.5 1.2 0.9 0.7 0.6 0.7 0.8 1.1 1.5 2.0 2.5 2.9 3.8 3.1 3.8 3.5 2.7 2.3 1.8 1.3 0.9 0.6 0.5 0.4 0.4 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.5 1.0 1.3 2.3 2.4 0.7 0.7 1.0 1.0 0.9 0.9 1.7 1.9 1.2 1.2 2.4 2.5 1.8 1.6 1.6 1.7 2.0 2.4 3.1 3.6 1.2 0.7 0.4 0.3 0.2 0.1 0.1 0.1 0.1 0.0 0.00.0 0.0 0.0 0.1 0.2 0.7 1.3 1.4 1.6 1.4 1.2 0.9 0.7 0.6 0.7 0.8 1.1 1.6 2.1 2.3 2.5 3.0 2.8 3.0 2.8 2.4 2.3 1.9 1.4 0.9 0.6 0.4 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.5 0.4 0.4 0.4 0.4 0.4 0.5 0.7 0.6 0.5 0.4 0.5 0.6 0.7 0.7 0.7 1.0 1.2 1.8 1.4 1.6 1.5 1.2 1.6 1.6 1.7 2.1 2.4 3.2 2.9 0.8 0.4 0.3 0.3 0.2 0.1 0.1 0.1 0.0 0.00.0 0.0 0.0 0.0 0.1 0.1 0.7 1.5 1.9 1.9 1.6 1.3 1.0 0.7 0.7 0.7 0.9 1.2 1.6 1.8 1.9 2.0 2.2 2.1 2.2 2.2 2.0 1.9 1.7 1.4 1.0 0.7 0.4 0.3 0.3 0.3 0.3 0.5 0.5 0.6 0.8 0.7 0.7 0.7 0.8 0.7 0.9 1.1 1.0 0.8 0.8 0.8 0.9 1.1 1.1 1.0 1.3 1.4 1.8 1.8 1.6 1.2 2.0 1.7 1.6 1.8 2.1 2.3 3.0 2.7 0.5 0.2 0.2 0.3 0.2 0.1 0.1 0.0 0.00.0 0.0 0.0 0.0 0.1 0.1 0.9 2.3 2.4 2.1 1.8 1.4 1.0 0.7 0.6 0.7 0.8 1.1 1.4 1.6 1.7 1.8 1.9 2.0 2.0 1.9 1.8 1.7 1.5 1.2 0.9 0.7 0.5 0.3 0.3 0.2 0.4 0.7 0.8 1.1 1.2 0.6 0.9 0.9 1.0 0.9 1.1 1.1 1.1 0.9 1.0 1.0 1.1 1.2 1.2 1.2 1.5 1.7 2.0 1.8 2.1 1.9 1.7 1.5 1.7 1.8 1.9 2.1 1.8 0.5 0.1 0.1 0.2 0.1 0.1 0.1 0.0 0.00.0 0.0 0.0 0.0 0.1 0.2 0.9 3.4 3.0 2.4 1.9 1.3 0.8 0.6 0.6 0.7 0.8 1.0 1.3 1.4 1.5 1.6 1.7 1.9 1.8 1.6 1.6 1.5 1.4 1.1 0.9 0.7 0.5 0.4 0.3 0.2 0.3 0.6 0.9 1.2 1.6 0.7 1.3 1.4 1.6 1.5 1.6 1.3 1.6 1.5 1.6 1.5 1.6 1.4 1.6 1.7 2.0 2.0 1.9 1.4 1.5 1.9 1.5 1.5 1.3 1.4 1.5 1.6 1.6 1.3 0.4 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.00.0 0.0 0.0 0.1 0.1 0.3 1.0 3.3 3.0 2.4 1.9 1.3 0.9 0.7 0.7 0.7 0.9 1.0 1.3 1.5 1.6 1.6 1.8 1.9 1.9 1.7 1.6 1.5 1.4 1.1 0.8 0.6 0.5 0.3 0.3 0.2 0.3 0.7 0.9 1.4 1.4 0.6 1.1 0.9 0.9 0.9 1.3 1.1 1.3 1.0 0.8 0.8 1.2 1.1 1.2 1.0 0.9 0.7 1.1 0.9 1.6 1.5 1.2 1.1 1.0 1.0 1.1 1.1 1.2 0.9 0.4 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.1 0.2 0.4 1.2 3.5 3.0 2.4 1.9 1.3 0.9 0.7 0.7 0.7 0.9 1.1 1.4 1.6 1.8 1.9 1.9 2.0 2.0 1.9 1.8 1.7 1.5 1.2 0.9 0.6 0.4 0.3 0.3 0.2 0.3 0.7 0.9 1.4 1.2 0.0 0.0 0.0 0.1 0.2 0.5 1.2 3.4 3.2 2.4 2.0 1.2 0.9 0.7 0.6 0.7 0.8 1.1 1.5 1.8 2.0 2.1 2.3 2.2 2.3 2.2 2.0 1.9 1.7 1.3 0.9 0.6 0.4 0.3 0.2 0.2 0.4 0.7 1.0 1.2 1.5 0.0 0.0 0.0 0.1 0.1 0.3 1.1 3.4 2.9 2.4 2.0 1.4 1.0 0.7 0.6 0.6 0.8 1.1 1.6 2.0 2.3 2.6 3.3 2.9 3.2 3.0 2.4 2.3 1.8 1.3 0.8 0.5 0.3 0.2 0.2 0.2 0.5 0.9 1.1 1.4 1.4 0.0 0.0 0.0 0.1 0.1 0.2 1.0 3.6 3.1 2.5 2.0 1.4 0.8 0.6 0.5 0.6 0.7 1.0 1.5 1.8 2.4 2.8 3.7 2.9 3.7 3.4 2.6 2.2 1.6 1.2 0.8 0.5 0.3 0.2 0.2 0.2 0.5 0.9 1.1 1.4 1.4 0.0 0.0 0.1 0.1 0.1 0.2 1.1 2.7 2.7 2.3 2.0 1.5 1.0 0.7 0.5 0.5 0.7 1.0 1.5 1.7 2.2 2.8 3.8 4.0 4.4 3.4 2.5 2.0 1.6 1.2 0.8 0.5 0.3 0.2 0.2 0.2 0.4 0.7 1.0 1.2 1.5 0.0 0.0 0.1 0.1 0.2 0.2 0.9 1.7 2.2 2.1 1.8 1.5 1.1 0.8 0.6 0.6 0.7 1.0 1.4 1.8 2.4 3.1 3.9 3.8 4.2 3.7 2.7 2.1 1.6 1.1 0.8 0.5 0.4 0.3 0.2 0.2 0.4 0.7 0.9 1.4 1.2 0.0 0.0 0.1 0.1 0.2 0.4 0.9 1.4 1.7 1.9 1.7 1.4 1.0 0.7 0.6 0.6 0.7 1.0 1.5 1.7 2.3 2.8 3.8 4.0 4.3 3.4 2.5 2.0 1.6 1.2 0.8 0.5 0.3 0.3 0.2 0.2 0.3 0.7 0.9 1.4 1.2 0.0 0.0 0.0 0.1 0.3 0.5 0.9 1.3 1.6 1.8 1.7 1.5 1.1 0.7 0.6 0.6 0.7 1.0 1.5 1.9 2.4 2.8 3.7 2.9 3.7 3.4 2.6 2.2 1.6 1.2 0.8 0.5 0.3 0.2 0.2 0.2 0.4 0.7 1.0 1.3 1.5 0.0 0.0 0.0 0.1 0.3 0.7 1.1 1.5 1.7 1.8 1.8 1.5 1.1 0.8 0.6 0.6 0.8 1.1 1.6 2.0 2.4 2.6 3.2 2.9 3.1 2.9 2.4 2.3 1.8 1.3 0.8 0.5 0.3 0.2 0.2 0.2 0.5 0.9 1.2 1.5 1.4 0.0 0.0 0.0 0.0 0.2 0.7 1.4 1.8 1.8 2.0 2.0 1.6 1.2 0.9 0.8 0.7 0.9 1.1 1.5 1.8 2.0 2.0 2.2 2.1 2.2 2.1 1.9 1.9 1.7 1.3 0.9 0.6 0.4 0.3 0.2 0.3 0.5 1.0 1.2 1.5 1.4 0.0 0.0 0.0 0.1 0.1 0.4 1.3 2.1 2.3 2.3 2.1 1.7 1.5 1.1 0.9 0.9 0.9 1.0 1.3 1.5 1.7 1.8 1.8 1.8 1.9 1.8 1.7 1.6 1.4 1.1 0.9 0.6 0.5 0.3 0.3 0.3 0.5 0.8 1.1 1.3 1.6 0.0 0.0 0.0 0.1 0.1 0.1 0.7 2.7 3.3 2.6 2.1 1.8 1.6 1.4 1.1 1.0 0.9 0.9 1.0 1.2 1.3 1.3 1.4 1.6 1.6 1.4 1.4 1.3 1.2 1.0 0.8 0.6 0.5 0.4 0.4 0.4 0.5 0.9 1.0 1.5 1.2 0.0 0.0 0.1 0.1 0.1 0.2 0.3 1.5 3.2 2.9 2.4 2.2 1.8 1.7 1.4 1.1 1.0 0.9 0.9 1.0 1.0 1.0 1.1 1.1 1.2 1.2 1.2 1.2 1.0 0.9 0.8 0.7 0.6 0.6 0.5 0.5 0.7 1.0 1.1 1.6 1.2 0.0 0.1 0.1 0.2 0.2 0.4 0.8 3.2 3.1 3.0 2.3 2.0 1.8 1.7 1.4 1.3 1.1 1.0 0.9 0.9 0.9 1.0 1.0 1.1 1.2 1.2 1.2 1.1 1.0 0.9 0.9 0.8 0.7 0.7 0.8 0.9 1.2 1.3 1.5 1.6 0.0 0.1 0.1 0.2 0.2 0.4 0.8 1.5 3.5 3.2 2.6 2.4 2.2 2.0 1.8 1.6 1.4 1.2 1.1 1.1 1.1 1.1 1.2 1.4 1.5 1.5 1.5 1.5 1.3 1.2 1.1 1.1 1.1 1.0 1.2 1.3 1.6 1.6 1.7 1.6 0.1 0.1 0.1 0.2 0.4 0.6 0.9 1.7 3.3 3.0 2.4 2.3 2.1 2.1 2.0 1.8 1.6 1.6 1.5 1.4 1.5 1.6 1.8 1.9 1.9 1.9 1.9 1.7 1.6 1.5 1.5 1.5 1.5 1.6 1.7 1.8 1.7 1.8 1.6 0.0 0.1 0.1 0.1 0.3 0.4 0.5 0.7 2.6 2.7 2.1 2.0 2.1 2.1 2.1 2.1 2.0 1.8 1.7 1.7 1.8 2.0 2.1 2.1 2.2 2.2 2.2 2.1 1.9 1.8 1.8 1.8 1.9 2.0 1.8 1.8 1.7 1.6 1.6 0.0 0.1 0.1 0.2 0.2 0.2 0.3 1.0 1.8 1.9 1.8 1.8 1.9 2.1 2.2 2.3 2.1 2.1 2.2 2.1 2.4 2.4 2.3 2.4 2.3 2.3 2.4 2.3 2.2 2.2 2.2 2.3 2.1 1.8 1.9 1.6 1.8 1.3 0.0 0.1 0.1 0.2 0.2 0.1 0.2 0.4 1.2 1.4 1.4 1.5 1.7 2.0 2.2 2.6 2.5 2.6 2.6 2.6 2.7 2.5 2.4 2.5 2.5 2.5 2.9 2.8 2.8 2.9 2.7 2.8 2.3 1.9 1.9 1.6 1.8 1.3 0.0 0.1 0.1 0.2 0.1 0.1 0.2 0.6 0.9 1.0 1.2 1.6 1.9 2.4 3.3 3.3 3.1 3.1 3.3 3.5 2.8 2.5 2.5 2.4 2.7 3.6 3.3 3.3 3.2 3.2 3.4 2.5 1.9 1.8 1.6 1.5 1.5 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.3 0.5 0.6 0.9 1.2 1.5 2.0 2.6 2.7 3.2 3.1 2.9 2.8 2.3 1.9 1.8 1.6 1.5 1.6 1.4 1.8 1.7 1.4 1.4 1.3 1.1 1.3 1.2 1.3 1.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.4 0.5 0.5 0.5 0.4 0.7 1.0 1.1 0.8 0.5 0.5 0.5 0.6 0.4 0.3 0.4 0.6 0.9 0.9 0.6 0.4 0.2 0.3 0.6 0.6 0.5 0.5 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 0.2 0.2 0.4 0.6 0.6 0.4 0.3 0.2 0.1 0.1 0.1 0.2 0.2 0.3 0.4 0.5 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.2 0.3 0.3 0.3 0.3 0.2 0.1 0.1 0.1 0.1 0.1 0.2 0.3 0.3 0.3 0.3 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.2 0.1 0.1 0.1 0.1 0.2 0.2 0.1 0.1 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 0.1 0.1 0.1 0.1 0.1 0.1 0.1 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 0.1 0.1 0.1 0.1 0.1 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 Luminaire Schedule Qty Label Luminaire Watts Total Watts Arrangement LLF Description 2 S4D 217.3 869.2 Back-Back 0.900 (2 @ 180) Beacon VP-ST-2-72L-210-3K7-4W-UNV-x TOF @ 25FT AFG 4 S4BC 210 840 Single 0.900 Beacon VP-ST-2-72L-210-3K7-4W-UNV-x-BC TOF @ 25FT AFG 10 S4 217.3 2173 Single 0.900 Beacon VP-ST-2-72L-210-3K7-4W-UNV-x TOF @ 25FT AFG 1 S2 217.3 217.3 Single 0.900 Beacon VP-ST-2-72L-210-3K7-2-UNV-x TOF @ 25FT AFG 13 W4 28 364 Single 0.900 Beacon RWL1-48L-25-3K7-4W-UNV-x Wall Mounted @ 16FT AFG Calculation Summary Label Units Avg Max Min Avg/Min Max/Min Grid Height Site Fc 1.15 6.4 0.0 N.A.N.A.0 Parking & Drive Lane Fc 1.74 6.4 0.2 8.70 32.00 ©···esignrofessionalsILLUMINATE LIGHTING CONTACT: MYLES SIMON DIRECT LINE: (860) 655-8099 EMAIL: msimon@illuminatene.com 333 Pleasant Valley Road South Windsor, CT 06074 (860) 282-0597 ©···esignrofessionalsILLUMINATE LIGHTING CONTACT: MYLES SIMON DIRECT LINE: (860) 655-8099 EMAIL: msimon@illuminatene.com 333 Pleasant Valley Road South Windsor, CT 06074 (860) 282-0597 ©···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 PAVEMENT SECTION - STANDARD1 Not to Scale MONOLITHIC CONCRETE CURB & WALK2 Not to Scale DUMPSTER PAD SECTION5 Not to Scale DUMPSTER PAD PLAN6 Not to Scale DUMPSTER ENCLOSURE SECTION7 Not to Scale CONCRETE PAVEMENT SECTION - HEAVY DUTY4Not to Scale BITUMINOUS CONCRETE LIP CURB3 Not to Scale CHAIN LINK GATE8 Not to Scale HDPE FLARED END11Not to Scale FLARED END TRASH GUARD9 Not to Scale HDPE FLARED END W/ CONCRETE ANCHORING10 Not to Scale TYPE A & B RIPRAP APRON12 ©···esignrofessionalsNot to Scale STANDARD CATCH BASIN TOPS5 Not to Scale STORM DRAIN TRENCH SECTION3 Not to Scale MANHOLE FRAME & COVER4 Not to Scale DETENTION BASIN SPILLWAY6 Not to Scale WATER QUALITY UNIT - S68 Not to Scale DRAIN MANHOLE1 Not to Scale HYDRANT ASSEMBLY2 Not to Scale PAVED LEAK OFF7 Not to Scale OPAQUE WOOD FENCE9 GEI TEST PIT LOCATION DATA (TP-1)1 ©···esignrofessionalsGEI TEST PIT LOCATION DATA (TP-2)2 GEI TEST PIT LOCATION DATA (TP-3)3 GEI TEST PIT LOCATION DATA (TP-4)4 GEI TEST PIT LOCATION DATA (TP-5)5 GEI TEST PIT LOCATION DATA (TP-6)6 GEI TEST PIT LOCATION DATA (TP-7)7 GEI TEST PIT LOCATION DATA (TP-8)8 ©···esignrofessionals 1395 Tolland Turnpike Manchester Connecticut 06042-1632 860.647.7544Elev-1Date: 2/17/25Scale: 1" = 10'-0"555 Nutmeg Road North South Windsor, CT 06074 1395 Tolland Turnpike Manchester Connecticut 06042-1632 860.647.7544A-1Date: 2/17/25Scale: 1" = 40'-0"555 Nutmeg Road North South Windsor, CT 06074 esignrofessionals©····· · · Geotechnical Report Industrial Development 555 Nutmeg Road North South Windsor, Connecticut Submitted to: Snowball Group, LLC 80 Saint Marks Ave. Apt. 3A Brooklyn, NY 11217 Submitted by: GEI Consultants, Inc. 455 Winding Brook Drive, Suite 201 Glastonbury, CT 06033 860-368-5300 February 13, 2025 Project No. 2404828 Thomas Rezzani, E.I.T. Geotechnical Professional Matthew Glunt, P.E. Senior Geotechnical Engineer Consulting Engineers and Scientists G E O T E C H N I C A L R E P O R T 5 5 5 N U T M E G R A O D N O R T H S O U T H W I N D S O R , C O N N E C T I C U T F E B R U A R Y 1 3 , 2 0 2 5 i Table of Contents 1. Introduction 1 1.1 Project Summary 1 1.2 Scope of Services 1 1.3 Authorization 1 1.4 Horizontal and Vertical Reference 1 2. Site and Project Description 2 2.1 Site Description 2 2.2 Proposed Construction 2 3. Exploration Procedures 3 3.1 Test Pits 3 3.2 Infiltration Testing 3 4. Subsurface Conditions 4 4.1 Geologic Setting 4 4.2 Subsurface Conditions 4 4.3 Groundwater Conditions 4 5. Design Recommendations 5 5.1 Pavement Design 5 5.2 Site Slopes 6 5.3 Subsurface Drainage Design 6 6. Construction Considerations 8 6.1 Subgrade Preparation 8 6.1.1 General 8 6.1.2 Pavements 8 6.2 Excavation and Dewatering 8 6.3 Freezing Conditions 9 6.4 Backfilling and Compaction 9 7. Closure 10 7.1 Follow-on Services 10 7.2 Limitations 10 G E O T E C H N I C A L R E P O R T 5 5 5 N U T M E G R O A D N O R T H S O U T H W I N D S O R , C O N N E C T I C U T F E B R U A R Y 1 3 , 2 0 2 5 GEI Consultants, Inc. ii Figures 1 Test Location Plan Appendices A Test Pit Logs B Infiltration Testing Results C Recommended Material Specifications G E O T E C H N I C A L R E P O R T 5 5 5 N U T M E G R O A D N O R T H S O U T H W I N D S O R , C O N N E C T I C U T F E B R U A R Y 1 3 , 2 0 2 5 GEI Consultants, Inc. 1 1. Introduction 1.1 Project Summary We understand that the referenced project involves renovation of an existing industrial facility and construction of supplemental light-duty and heavy-duty paved parking areas. Per the approved scope of services, this report was prepared to address design and construction of site improvements to include new pavements, stormwater features, and the earthworks associated with such. This report does not address considerations associated with building foundations. 1.2 Scope of Services Our scope of work included the following tasks: • Reviewed site design plans available to us at time of this report. • Engaged a subcontractor to excavate eight (8) test pits. • Observed soils removed from test pits, groundwater conditions, and prepared test pit logs. • Conducted infiltration testing within six (6) of the test pits. • Developed recommendations for earthworks, pavements, and stormwater feature design and construction. • Prepared this Geotechnical Report. 1.3 Authorization Our work was performed in general accordance with our proposal dated May 6, 2024, and the resulting Subconsultant Agreement executed on May 31, 2024. 1.4 Horizontal and Vertical Reference The test pits were laid out on the site from the provided plans using a handheld GPS unit with accuracy on the order of 5 to 10 feet. The locations shown on the attached figure should be considered approximate. Elevations referenced in this report and on the attached test pit logs were estimated from a topographic survey of the property prepared by Design Professionals, Inc. G E O T E C H N I C A L R E P O R T 5 5 5 N U T M E G R O A D N O R T H S O U T H W I N D S O R , C O N N E C T I C U T F E B R U A R Y 1 3 , 2 0 2 5 GEI Consultants, Inc. 2 2. Site and Project Description 2.1 Site Description The refenced site is a single parcel approximately 12.09-acres in size, known to Town records as 555 Nutmeg Road. The existing facility includes a single-story industrial building with loading docks and paved parking. Areas to the north, south, and west of the existing facility are currently wooded. The site is bounded by industrial/commercial property to the north and south, Nutmeg Road to the east, and railroad tracks to the west. Site grades within the development area generally slope downward from west to east, varying from about El. 78 ft. to about El. 71 ft. 2.2 Proposed Construction Our understanding of proposed construction is based on the site development package dated February 4, 2025, prepared by Design Professionals. We understand that new construction is to include the following: • New loading docks and drive-in door incorporated into the existing structure. This report does not address considerations associated with this construction. • Removal of existing bituminous pavements, curbs, and concrete dock apron. • New heavy-duty outdoor storage and/or trailer parking to the west of the facility, to include 75 trailer parking spaces. • New light-duty parking to the south of the facility, to include 34 primary spaces and 87 reserve spaces. • 10-space dock apron off the south wall of the building. • New site drainage features to include drainage swales, a water quality basin, and a large infiltration basin. Construction of the new parking areas will result in minor grade changes, up to about 2 feet (+/-) from current grade. G E O T E C H N I C A L R E P O R T 5 5 5 N U T M E G R O A D N O R T H S O U T H W I N D S O R , C O N N E C T I C U T F E B R U A R Y 1 3 , 2 0 2 5 GEI Consultants, Inc. 3 3. Exploration Procedures 3.1 Test Pits The test pits were laid out on the site from the provided plans using a handheld GPS unit with accuracy on the order of 5 to 10 feet. Approximate test pit locations relative to development features are shown on Figure 1. Eight (8) test pits (TP-1 through TP-8) were dug at the site on July 19, 2024, using an excavator to depths of 7.5 to 9.0 feet each. All test pits were logged and photographed by a representative of GEI. Test pit logs are attached in Appendix A. 3.2 Infiltration Testing Infiltration testing was measured using an infiltrometer within six (6) of the test pits, the results of which are provided in Appendix B. G E O T E C H N I C A L R E P O R T 5 5 5 N U T M E G R O A D N O R T H S O U T H W I N D S O R , C O N N E C T I C U T F E B R U A R Y 1 3 , 2 0 2 5 GEI Consultants, Inc. 4 4. Subsurface Conditions 4.1 Geologic Setting The site lies within the Connecticut River Valley, an area underlain by glacio-lacustrine thinly-bedded (“varved”) silt and clay deposits. Fine-grained soils are generally overlain by a terrace of fine-grained sand approximately 10 to 20 feet in thickness, which was likely deposited by meltwater streams as the lake drained and the glacier retreated upvalley. Varved clay deposits typically rest on top of a relatively thin layer of coarse grained glacial till that covers the underlying bedrock surface. 4.2 Subsurface Conditions The generalized subsurface conditions at the site are described below, in order of increasing depth. The subsurface conditions between test locations may differ. The nature and extent of variations between the sampling points will not become evident until construction. Topsoil – Topsoil thickness, as measured in the test pits, varied from 4 inches to 6 inches. Native Sand – Natural sand deposits were encountered below the topsoil to termination depth of all excavations at depths of 7.5 to 9.0 feet below grade. An initial fine subsoil layer approximately 1 to 2 feet in thickness was typically present, exhibiting about 10 to 15 percent silt fines. The sand stratum generally coarsened with depth, with less than 5 percent silt fines noted below the upper subsoil layer. Within test pit TP-7, the sands were noted as slightly cemented. 4.3 Groundwater Conditions Groundwater was encountered in seven of the eight test pits at depths of about 4.5 to 6.0 feet below current grade, correlating to El. 67.0 to El. 70.0. Groundwater levels are subject to seasonal and weather-related variations. Groundwater measurements made at different times and different locations may be significantly different than the measurements taken as part of this investigation. G E O T E C H N I C A L R E P O R T 5 5 5 N U T M E G R O A D N O R T H S O U T H W I N D S O R , C O N N E C T I C U T F E B R U A R Y 1 3 , 2 0 2 5 GEI Consultants, Inc. 5 5. Design Recommendations 5.1 Pavement Design Soils similar to the native sands at the site, as well as any new structural fill, are generally considered to be well-suited to support of pavements, assuming the subgrade is prepared as recommended in this report. For areas subject to repeated, heavy traffic loads, we recommend a heavy-duty asphaltic pavement or rigid concrete section. Areas such as employee parking areas that heavy trucks will not travel on may be designed as a light-duty asphaltic pavement. We recommend the following pavement sections for these areas: Heavy-Duty Asphaltic Section 4.0 inches of bituminous concrete • 1.5 inches wearing course (CTDOT M.04.03 Class 2 or Superpave HMA S0.5) • 2.5 inches binder course (CTDOT M.04.03 Class 1 or Superpave HMA S0.5) 12.0 inches of processed aggregate base (CTDOT Form 819 M05.01) Light-Duty Parking Area 3.0 inches bituminous concrete • 1.5 inches wearing course (CTDOT M.04.03 Class 2 or Superpave HMA S0.5) • 1.5 inches binder course (CTDOT M.04.03 Class 1 or Superpave HMA S0.5) 8.0 inches of processed aggregate base (CTDOT Form 819 M05.01) Heavy-Duty Rigid Concrete Section 8.0 inches of 4,000-psi jointed concrete (CTDOT M.03.01 Portland Cement) 8.0 inches of processed aggregate base (CTDOT Form 819 M05.01) Pavement materials should conform with and be placed in accordance with the Connecticut Department of Transportation (CTDOT) Standard Specifications for Road, Bridges, and Incidental Construction (Form 818), 2021. Rigid pavement sections should be designed and constructed in accordance with appropriate American Concrete Institute (ACI) recommendations and with the applicable specifications of the CTDOT Standard Specifications. CTDOT Standard Specifications (Form 818) allow for the use of recycled materials as Processed Aggregate Base under M.05.01. If recycled base is to be considered under G E O T E C H N I C A L R E P O R T 5 5 5 N U T M E G R O A D N O R T H S O U T H W I N D S O R , C O N N E C T I C U T F E B R U A R Y 1 3 , 2 0 2 5 GEI Consultants, Inc. 6 pavement sections, we recommend that it be compliant with requirements of M.05.01-2 and that the material be tested for LA Abrasion. Subject to the result of this testing, recycled base may be suitable for use on this project. Drainage will have a major impact on subgrade condition. The pavement design should result in groundwater being at least 18 inches below the bottom of the pavement section (incl. base course) at all times. By the results of this investigation, it does not appear that pavement underdrains are warranted for this project. However, if during the initial site earthwork groundwater appears to be higher than that noted herein, the need for underdrains should be re-evaluated. According to AASHTO design guidelines, the recommended pavement sections shown above are suitable for a 20-year design life. However, pavement maintenance such as sealing of cracks and localized patching due to normal weathering should be expected within the first 5 to 10 years of life. 5.2 Site Slopes The project will include earthen slopes within stormwater basins and on the periphery of the site to achieve final grades. We recommend that all cut and fill slopes on the project be constructed at grades no steeper than 2H:1V. Suitable erosion protection should be established as quickly as possible following construction of slopes. 5.3 Subsurface Drainage Design Current site plans indicate that stormwater will be managed by drainage swales, a water quality basin (WQB) near the southwest corner of the site, and an infiltration basin (IB) on the northwest corner. Based on the results of recent test pits, these features will be likely be founded in rapidly permeable natural sands near (WQB) or above (IB) the groundwater table. The investigation program included in-place infiltration testing within six (6) of the test pits, the results of which are included in Appendix C. From review of the field data and local experience with similar soils, a field-measured infiltration rate of 30.0 inches/hour may be assumed for design of the site infiltration basin. Per CT DEEP regulations, a factor of safety of 2.0 should be applied to this value for storm water calculations. As noted elsewhere, test pit TP-7 encountered a zone of slightly cemented sands that exhibited a lower infiltration rate. Though this zone was not located near the proposed G E O T E C H N I C A L R E P O R T 5 5 5 N U T M E G R O A D N O R T H S O U T H W I N D S O R , C O N N E C T I C U T F E B R U A R Y 1 3 , 2 0 2 5 GEI Consultants, Inc. 7 stormwater features, if similar soils are encountered during basin construction they should be scarified (loosened) in place using heavy equipment. G E O T E C H N I C A L R E P O R T 5 5 5 N U T M E G R O A D N O R T H S O U T H W I N D S O R , C O N N E C T I C U T F E B R U A R Y 1 3 , 2 0 2 5 GEI Consultants, Inc. 8 6. Construction Considerations 6.1 Subgrade Preparation 6.1.1 General Site preparation should include the removal of all unsuitable surface materials within the new pavement footprints. This should include surface vegetation, organic-laden topsoil, and any otherwise unstable surface or subsurface soils. 6.1.2 Pavements Following the required stripping, excavation to rough grade, and before placing new fill to achieve design grades, the resulting subgrade should be firm, stable, and unyielding. Stabilization, where required, may consist of removing unsuitable material and replacement with compacted structural fill, or where unsuitable soils are relatively thin, drying and compacting in place. Soil subgrades should be proof-rolled with at least four (4) passes of a minimum 10-ton vibratory roller in open areas, or a 1-ton vibratory roller or large plate compactor, such as Wacker DPU4545 or equivalent, in trenches. Proof-rolling in close proximity to groundwater, if encountered, may need to be accomplished without vibratory action to reduce the potential for disturbance to the subgrade. 6.2 Excavation and Dewatering Excavations can be accomplished with conventional earthmoving equipment. Excavations should be sloped or shored in accordance with the local, state, and federal regulations, including Occupational Safety and Health Agency (OSHA 29 CFR Part 1926) excavation trench safety standards. Based on the results of the test pits, groundwater should be expected within any excavations deeper than about 4 to 5 below current grade, and dewatering may be required. We anticipate that dewatering, where required, can be accomplished with filtered sumps and pumps. Groundwater is not likely to significantly impact general grading operations. However, site relief is very low, and maintaining proper site drainage during initial grading may become very difficult unless measures to control surface water are put in place before grading starts and maintained throughout. G E O T E C H N I C A L R E P O R T 5 5 5 N U T M E G R O A D N O R T H S O U T H W I N D S O R , C O N N E C T I C U T F E B R U A R Y 1 3 , 2 0 2 5 GEI Consultants, Inc. 9 6.3 Freezing Conditions The soils at the sites are frost susceptible. Therefore, if construction is performed during freezing weather, special precautions will be required to prevent the subgrade soils from freezing. Freezing of the soil beneath the foundation during construction may result in subsequent settlement of the structure. All subgrades should be free of frost before placement of concrete. Frost-susceptible soils that have frozen should be removed and replaced with compacted Structural Fill. The footing and the soil adjacent to the footing should be insulated until they are backfilled. Soil placed as fill should be free of frost, as should the ground on which it is placed. If slabs-on-grade or footings are built and left exposed during the winter, precautions should be taken to prevent freezing of the underlying soil. 6.4 Backfilling and Compaction Recommended specifications for gradation and compaction of backfill soils are provided in the attached recommended Material Specifications (Appendix C). Based on the test pit results, native sands excavated on-site can be re-used as Structural Fill or Ordinary Fill, provided they can meet the appropriate compaction requirements and do not contain deleterious materials. We caution that sands beyond about 4 to 5 feet below current grade will likely be saturated and spreading and drying of the material may be required, as controlled by prevailing weather, before a suitable moisture content is reached. Soils to be used as fill imported from off-site should also meet the attached gradation requirements. Fill placed under all pavements should meet the compaction requirements for Structural Fill. Backfill placed in areas that will not support structural or paved elements should meet the compaction requirements for Ordinary Fill. Proposed borrow materials that fall slightly outside of these specifications may also be suitable for use, subject to review and approval by GEI. G E O T E C H N I C A L R E P O R T 5 5 5 N U T M E G R O A D N O R T H S O U T H W I N D S O R , C O N N E C T I C U T F E B R U A R Y 1 3 , 2 0 2 5 GEI Consultants, Inc. 10 7. Closure 7.1 Follow-on Services We recommend that GEI be kept on the project through the final design and construction phases of this project for the following services: Review geotechnical-related contractor submittals and assist in developing responses to questions from the contractor (i.e. RFI’s). Provide periodic site visits during construction to view subgrades and consult on geotechnical-related issues that occur. 7.2 Limitations This report was prepared for the use of the project team, exclusively. Our recommendations are based on the project information provided to us at the time of this report and may require modification if there are any changes in the nature, design, or location of the proposed building. We cannot accept responsibility for designs based on our recommendations unless we are engaged to review the final plans and specifications to determine whether any changes in the project affect the validity of our recommendations, and whether our recommendations have been properly implemented in the design. Our professional services for this project have been performed in accordance with generally accepted engineering practices. No warranty, expressed or implied, is made. G E O T E C H N I C A L R E P O R T 5 5 5 N U T M E G R O A D N O R T H S O U T H W I N D S O R , C O N N E C T I C U T F E B R U A R Y 1 3 , 2 0 2 5 GEI Consultants, Inc. 11 Figures FIGURE NO.GEI PROJECT NO:2404828TEST LOCATION PLAN555 NUTMEG ROAD NORTHSOUTH WINDSOR, CT1SOURCE: “Grading Plan, C-GD1”, 02/04/25, Design Professionals, Inc.LEGENDApproximate Test Pit LocationTP-1TP-2TP-3TP-4TP-5TP-6TP-7TP-8 G E O T E C H N I C A L R E P O R T 5 5 5 N U T M E G R O A D N O R T H S O U T H W I N D S O R , C O N N E C T I C U T F E B R U A R Y 1 3 , 2 0 2 5 GEI Consultants, Inc. 12 Appendix A Test Pit Logs 555 Nutmeg Road N Geotechnical South Windsor, CT GEI Project No. 2404828 Test Pit Results Date: 7/19/2024 GEI Representative: T. Yurman GS Elevation: 75.0 Depth to GW: 6.0 Contractor: General Borings Kubota KX080-4 ID Depth 0 - 5" 5" - 1'-8" 1'-8" - 3'-2" 3'-2" - 6' 6' - 8' Notes: 1. Infiltration test not performed. 2. Groundwater encountered at 6.0 ft., soil mottling not evident. 3. Excavation backfilled with excavated soils, compacted in lifts. Equipment: Description TP-1 TOPSOIL, organic fibers, dark-brown, dry. NARROWLY GRADED SAND WITH SILT (SP-SM); ~90% F-M sand (mostly F-sand), ~10% NP fines, few organic fibers, brown, dry. Similar to above, wet. WIDELY GRADED SAND (SW); ~100% F-C sand, grayish-brown, moist to damp. NARROWLY GRADED SAND (SP); ~95% F-M sand, ~5% NP fines, light brown, dry to moist. 555 Nutmeg Road N Geotechnical South Windsor, CT GEI Project No. 2404828 Test Pit Results Date: 7/19/2024 GEI Representative: T. Yurman GS Elevation: 74.5 Depth to GW: Not encountered Contractor: General Borings Kubota KX080-4 ID Depth 0 - 5" 5" - 2' 2' - 4' 4' - 7'-6" Notes: 1. Infiltration test not performed. 2. Groundwater not encountered, soil mottling not evident. 3. Excavation backfilled with excavated spoils, compacted in lifts. Equipment: Description TP-2 TOPSOIL, organic fibers, dark-brown, dry. WIDELY GRADED SAND (SW); ~100% F-C sand, grayish-brown, moist to damp. NARROWLY GRADED SAND WITH SILT (SP-SM); ~90% F-M sand (mostly F-sand), ~10% NP fines, few organic fibers, brown, dry. NARROWLY GRADED SAND (SP); ~95% F-M sand, ~5% NP fines, brown, dry to moist. 555 Nutmeg Road N Geotechnical South Windsor, CT GEI Project No. 2404828 Test Pit Results Date: 7/19/2024 GEI Representative: T. Yurman GS Elevation: 73.5 Depth to GW: 6.0 Contractor: General Borings Kubota KX080-4 ID Depth 0 - 4" 4" - 3'-9" 3'-9" - 5' 5' - 6' 6' - 8'-2" Notes: 1. Infiltration test performed at 3.7 ft. 2. Groundwater encountered at 6.0 ft., soil mottling not evident. 3. Excavation backfilled with excavated spoils, compacted in lifts. Equipment: Description TP-3 TOPSOIL, organic fibers, dark-brown, dry. WIDELY GRADED SAND (SW); ~100% F-C sand, grayish-brown, damp to wet. Similar to above, no organic fibers, damp to wet. Similar to above, no organic fibers. NARROWLY GRADED SAND (SP); ~95% F-M sand (mostly F-sand), ~5% NP fines, few organic fibers, brown, dry. 555 Nutmeg Road N Geotechnical South Windsor, CT GEI Project No. 2404828 Test Pit Results Date: 7/19/2024 GEI Representative: T. Yurman GS Elevation: 73.0 Depth to GW: 4.5 Contractor: General Borings Kubota KX080-4 ID Depth 0 - 5" 5" - 2' 2' - 3'-6" 3'-6" - 4'-6" 4'-6" - 8'-6" Notes: 1. Infiltration test performed at 3.6 ft. 2. Groundwater encountered at 4.5 ft., soil mottling not evident. 3. Excavation backfilled with excavated spoils, compacted in lifts. Equipment: Description TP-4 TOPSOIL, organic fibers, dark-brown, dry. WIDELY GRADED SAND (SW); ~100% F-C sand, grayish-brown, wet. SILTY SAND (SM); ~85% F-M sand, ~15% NP fines, few organic fibers, brown, dry to moist. NARROWLY GRADED SAND (SP); ~100% F-M sand, light-brown, moist. WIDELY GRADED SAND (SW); ~100% F-C sand, light-brown to grayish-brown, damp. 555 Nutmeg Road N Geotechnical South Windsor, CT GEI Project No. 2404828 Test Pit Results Date: 7/19/2024 GEI Representative: T. Yurman GS Elevation: 74.0 Depth to GW: 5.8 Contractor: General Borings Kubota KX080-4 ID Depth 0 - 5" 5" - 2'-10" 2'-10" - 4'-5" 4'-5" - 5'-10" 5'-10" - 8' Notes: 1. Infiltration test performed at 3.8 ft. 2. Groundwater encountered at 5.8 ft., soil mottling not evident. 3. Excavation backfilled with excavated soils, compacted in lifts. Equipment: Description TP-5 TOPSOIL, organic fibers, dark-brown, dry. WIDELY GRADED SAND (SW); ~100% F-C sand, grayish-brown, wet. NARROWLY GRADED SAND (SP); ~95% F-M sand (mostly F-sand), ~5% NP fines, brown, dry to moist. Similar to above, moist. WIDELY GRADED SAND (SW); ~100% F-C sand (mostly F-M sand), light-brown, dry. 555 Nutmeg Road N Geotechnical South Windsor, CT GEI Project No. 2404828 Test Pit Results Date: 7/19/2024 GEI Representative: T. Yurman GS Elevation: 73.0 Depth to GW: 5.0 Contractor: General Borings Kubota KX080-4 ID Depth 0 - 6" 6" - 2'-10" 2'-10" - 4'-7" 4'-7" - 8' Notes: 1. Infiltration test performed at 3.5 ft. 2. Groundwater encountered at 5.0 ft., soil mottling evident at 4.5 ft. 3. Excavation backfilled with excavated soils, compacted in lifts. Equipment: Description TP-6 TOPSOIL, organic fibers, dark brown, dry. WIDELY GRADED SAND (SW); ~100% F-C sand, grayish-brown, damp to wet. NARROWLY GRADED SAND WITH SILT (SP-SM); ~90% F-M sand, ~10% NP fines, few organic fibers, brown, dry to moist. WIDELY GRADED SAND (SW); ~95% F-C sand (mostly F-M sand), ~5% NP fines, light-brown, dry to moist. 555 Nutmeg Road N Geotechnical South Windsor, CT GEI Project No. 2404828 Test Pit Results Date: 7/19/2024 GEI Representative: T. Yurman GS Elevation: 73.5 Depth to GW: 5.0 Contractor: General Borings Kubota KX080-4 ID Depth 0 - 6" 6" - 1'-7" 1'-7" - 2'-11" 2'-11" - 5' 5' - 8' Notes: 1. Infiltration test performed at 3.8 ft. 2. Groundwater observed at 5.0 ft., soil mottling not evident. 3. Excavation backfilled with excavated spoils, compacted in lifts. Equipment: Description TP-7 TOPSOIL, organic fibers, dark-brown, dry. NARROWLY GRADED SAND (SP); ~100% F-M sand, light brown, slightly cemented, damp. WIDELY GRADED SAND (SW); ~100% F-C sand, grayish-brown, wet. SILTY SAND (SM); ~85% F-M sand (mostly F-sand), ~15% NP fines, brown, dry to moist. NARROWLY GRADED SAND (SP); ~95% F-M sand, ~5% NP fines, brown, moist. 555 Nutmeg Road N Geotechnical South Windsor, CT GEI Project No. 2404828 Test Pit Results Date: 7/19/2024 GEI Representative: T. Yurman GS Elevation: 73.0 Depth to GW: 5.6 Contractor: General Borings Kubota KX080-4 ID Depth 0 - 4" 4" - 2'-5" 2'-5" - 5' 5' - 9' Notes: 1. Infiltration test performed at 4.0 ft. 2. Groundwater observed at 5.6 ft., soil mottling not evident. 3. Excavation backfilled with excavated spoils, compacted in lifts. Equipment: Description TP-8 TOPSOIL, organic fibers, dark brown, dry. NARROWLY GRADED SAND (SP); ~95% F-M sand, ~5% NP fines, light-brown, dry to moist. WIDELY GRADED SAND (SW); ~100% F-C sand, grayish-brown, damp to wet. NARROWLY GRADED SAND WITH SILT (SP-SM); ~90% F-M sand (mostly F-sand), ~10% NP fines, brown, dry to moist. G E O T E C H N I C A L R E P O R T 5 5 5 N U T M E G R O A D N O R T H S O U T H W I N D S O R , C O N N E C T I C U T F E B R U A R Y 1 3 , 2 0 2 5 GEI Consultants, Inc. 13 Appendix B Infiltration Testing Results GEI Consultants, Inc.Calc. by:T. Yurman Date:7/25/2024 GEI Proj # 2404828 Check by:M. Glunt Date:7/26/2024 Infiltrometer Testing 555 Nutmeg Road N Test Date 7/19/2024 Field Data TP-3 Unit Turf-Tec Unit Set 3" GS Elev.73.5 Depth of Test 3.7 FT Depth to GW 6.0 FT GEI Rep.T. Yurman Soil Type Test 1 Time (min)Time Change (min) Change in Water Level (in) Rate of Change (in/min) Rate of Change (in/hr) 0.0 0.17 0.2 0.25 1.5 90.0 0.33 0.2 0.3125 1.875 112.5 0.50 0.2 0.3125 1.875 112.5 0.67 0.2 0.3125 1.875 112.5 0.83 0.2 0.1875 1.125 67.5 1.00 0.2 0.25 1.5 90.0 1.17 0.2 0.1875 1.125 67.5 1.33 0.2 0.1875 1.125 67.5 73.1 Test 2 Time (min)Time Change (min) Change in Water Level (in) Rate of Change (in/min) Rate of Change (in/hr) 0.00 0.17 0.2 0.25 1.5 90.0 0.33 0.2 0.25 1.5 90.0 0.50 0.2 0.1875 1.125 67.5 0.67 0.2 0.25 1.5 90.0 0.83 0.2 0.1875 1.125 67.5 1.00 0.2 0.1875 1.125 67.5 1.17 0.2 0.25 1.5 90.0 1.33 0.2 0.1875 1.125 67.5 1.50 0.2 0.25 1.5 90.0 1.67 0.2 0.125 0.75 45.0 67.5Steady Rate of Change, R1 (in/hr) NARROWLY GRADED SAND (SW); ~95% F-M sand, ~5% NP fines, brown, dry. Steady Rate of Change, R1 (in/hr) GEI Consultants, Inc.Calc. by:T. Yurman Date:7/25/2024 GEI Proj # 2404828 Check by:M. Glunt Date:7/26/2024 Infiltrometer Testing 555 Nutmeg Road N Test Date 7/19/2024 Field Data TP-4 Unit Turf-Tec Unit Set 3" GS Elev.73 Depth of Test 3.6 FT Depth to GW 4.5 FT GEI Rep.T. Yurman Soil Type Test 1 Time (min)Time Change (min) Change in Water Level (in) Rate of Change (in/min) Rate of Change (in/hr) 0.00 0.17 0.2 0.125 0.75 45.0 0.33 0.2 0.1875 1.125 67.5 0.50 0.2 0.125 0.75 45.0 0.67 0.2 0.125 0.75 45.0 0.83 0.2 0.125 0.75 45.0 1.00 0.2 0.125 0.75 45.0 1.17 0.2 0.125 0.75 45.0 1.33 0.2 0.125 0.75 45.0 1.50 0.2 0.125 0.75 45.0 1.67 0.2 0.125 0.75 45.0 1.83 0.2 0.125 0.75 45.0 2.00 0.2 0.125 0.75 45.0 45.0 Test 2 Time (min)Time Change (min) Change in Water Level (in) Rate of Change (in/min) Rate of Change (in/hr)00.17 0.2 0.125 0.75 45.0 0.33 0.2 0.125 0.75 45.0 0.50 0.2 0.125 0.75 45.0 0.67 0.2 0.125 0.75 45.0 0.83 0.2 0.125 0.75 45.0 1.00 0.2 0.125 0.75 45.0 1.17 0.2 0.125 0.75 45.0 1.33 0.2 0.125 0.75 45.0 1.50 0.2 0.125 0.75 45.0 1.67 0.2 0.125 0.75 45.0 1.83 0.2 0.125 0.75 45.0 2.00 0.2 0.125 0.75 45.0 45.0 WIDELY GRADED SAND (SW); ~100% F-C sand, light brown to grayish- brown, damp. Steady Rate of Change, R1 (in/hr) Steady Rate of Change, R1 (in/hr) GEI Consultants, Inc.Calc. by:T. Yurman Date:7/25/2024 GEI Proj # 2404828 Check by:M. Glunt Date:7/26/2024 Infiltrometer Testing 555 Nutmeg Road N Test Date 7/19/2024 Field Data TP-5 Unit Turf-Tec Unit Set 3" GS Elev.74 Depth of Test 3.8 FT Depth to GW 5.8 FT GEI Rep.T. Yurman Soil Type Test 1 Time (min)Time Change (min) Change in Water Level (in) Rate of Change (in/min) Rate of Change (in/hr) 0.00 0.08 0.1 0.56 360.0 0.17 0.1 0.56 360.0 0.25 0.1 0.56 360.0 0.33 0.1 0.56 360.0 0.42 0.1 0.56 360.0 360.0 Test 2 Time (min)Time Change (min) Change in Water Level (in) Rate of Change (in/min) Rate of Change (in/hr) 0.00 0.08 0.1 0.5 6 360.0 0.17 0.1 0.5 6 360.0 0.25 0.1 0.5 6 360.0 0.33 0.1 0.5 6 360.0 0.42 0.1 0.5 6 360.0 360.0 WIDELY GRADED SAND (SW); ~100% F-C sand, light brown, dry. Steady Rate of Change, R1 (in/hr) Steady Rate of Change, R1 (in/hr) GEI Consultants, Inc.Calc. by:T. Yurman Date:7/25/2024 GEI Proj # 2404828 Check by:M. Glunt Date:7/26/2024 Infiltrometer Testing 555 Nutmeg Road N Test Date 7/19/2024 Field Data TP-6 Unit Turf-Tec Unit Set 3" GS Elev.73 Depth of Test 3.5 FT Depth to GW 5.0 FT GEI Rep.T. Yurman Soil Type Test 1 Time (min)Time Change (min) Change in Water Level (in) Rate of Change (in/min) Rate of Change (in/hr) 0.00 0.17 0.2 0.3125 1.875 112.5 0.33 0.2 0.25 1.5 90.0 0.50 0.2 0.3125 1.875 112.5 0.67 0.2 0.25 1.5 90.0 0.83 0.2 0.25 1.5 90.0 1.00 0.2 0.25 1.5 90.0 1.17 0.2 0.25 1.5 90.0 1.33 0.2 0.25 1.5 90.0 1.50 0.2 0.25 1.5 90.0 1.67 0.2 0.1875 1.125 67.5 82.5 Test 2 Time (min)Time Change (min) Change in Water Level (in) Rate of Change (in/min) Rate of Change (in/hr) 0.00 0.17 0.2 0.25 1.5 90.0 0.33 0.2 0.25 1.5 90.0 0.50 0.2 0.3125 1.875 112.5 0.67 0.2 0.25 1.5 90.0 0.83 0.2 0.25 1.5 90.0 1.00 0.2 0.1875 1.125 67.5 1.17 0.2 0.25 1.5 90.0 1.33 0.2 0.25 1.5 90.0 1.50 0.2 0.25 1.5 90.0 1.67 0.2 0.1875 1.125 67.5 84.4 WIDELY GRADED SAND (SW); ~95% F-C sand, ~5% NP fines, light brown, dry to moist. Steady Rate of Change, R1 (in/hr) Steady Rate of Change, R1 (in/hr) GEI Consultants, Inc.Calc. by:T. Yurman Date:7/25/2024 GEI Proj # 2404828 Check by:M. Glunt Date:7/26/2024 Infiltrometer Testing 555 Nutmeg Road N Test Date 7/19/2024 Field Data TP-7 Unit Turf-Tec Unit Set 3" GS Elev.73.5 Depth of Test 3.8 FT Depth to GW 5.0 FT GEI Rep.T. Yurman Soil Type Test 1 Time (min)Time Change (min) Change in Water Level (in) Rate of Change (in/min) Rate of Change (in/hr) 0.00 0.17 0.2 0.0625 0.375 22.5 0.33 0.200 0.0 0.50 0.2 0.0625 0.375 22.5 0.67 0.200 0.0 0.83 0.2 0.0625 0.375 22.5 1.00 0.200 0.0 1.17 0.2 0.0625 0.375 22.5 1.33 0.200 0.0 1.50 0.2 0.0625 0.375 22.5 1.67 0.200 0.0 1.83 0.2 0.0625 0.375 22.5 2.00 0.2 0.0625 0.375 22.5 2.17 0.200 0.0 2.33 0.2 0.0625 0.375 22.5 16.9 Test 2 Time (min)Time Change (min) Change in Water Level (in) Rate of Change (in/min) Rate of Change (in/hr) 0.00 0.17 0.2 0.0625 0.375 22.5 0.33 0.2 0 0 0.0 0.50 0.2 0.0625 0.375 22.5 0.67 0.2 0.0625 0.375 22.5 0.83 0.2 0 0 0.0 1.00 0.2 0.0625 0.375 22.5 1.17 0.2 0 0 0.0 1.33 0.2 0.0625 0.375 22.5 1.50 0.2 0 0 0.0 1.67 0.2 0.0625 0.375 22.5 1.83 0.2 0.0625 0.375 22.5 2.00 0.2 0 0 0.0 2.17 0.2 0.0625 0.375 22.5 2.33 0.2 0.0625 0.375 22.5 18.0 NARROWLY GRADED SAND (SP); ~100% F-M sand, slightly cemented, light brown, damp. Steady Rate of Change, R1 (in/hr) Steady Rate of Change, R1 (in/hr) GEI Consultants, Inc.Calc. by:T. Yurman Date:7/25/2024 GEI Proj # 2404828 Check by:M. Glunt Date:7/26/2024 Infiltrometer Testing 555 Nutmeg Road N Test Date 7/19/2024 Field Data TP-8 Unit Turf-Tec Unit Set 3" GS Elev.73 Depth of Test 4.0 FT Depth to GW 5.6 FT GEI Rep.T. Yurman Soil Type Test 1 Time (min)Time Change (min) Change in Water Level (in) Rate of Change (in/min) Rate of Change (in/hr) 0.00 0.08 0.11 12 720.0 0.17 0.1 0.759 540.0 0.25 0.1 0.759 540.0 0.33 0.1 0.759 540.0 540.0 Test 2 Time (min)Time Change (min) Change in Water Level (in) Rate of Change (in/min) Rate of Change (in/hr) 0.00 0.08 0.1 0.75 9 540.0 0.17 0.1 0.75 9 540.0 0.25 0.1 0.5 6 360.0 0.33 0.1 0.625 7.5 450.0 0.42 0.1 0.625 7.5 450.0 420.0 NARROWLY GRADED SAND (SP); ~95% F-M sand, ~5% NP fines, light brown, dry to moist. Steady Rate of Change, R1 (in/hr) Steady Rate of Change, R1 (in/hr) G E O T E C H N I C A L R E P O R T 5 5 5 N U T M E G R O A D N O R T H S O U T H W I N D S O R , C O N N E C T I C U T F E B R U A R Y 1 3 , 2 0 2 5 GEI Consultants, Inc. 14 Appendix C Recommended Material Specifications Recommended Material Specifications 555 Nutmeg Road North South Windsor, CT Per the Geotechnical Report, native sands excavated on-site can be re-used as Structural Fill or Ordinary Fill, provided they can meet the appropriate compaction requirements and do not contain deleterious materials. Sands excavated beyond about 4 to 5 feet below current grade will likely be saturated and spreading and drying of the material may be required, as controlled by prevailing weather, before a suitable moisture content is reached. Soils to be used as fill imported from off-site should also meet the below gradation requirements. Fill placed within the building limits, within a 3-foot-wide zone outside foundation walls, and under all pavements and slabs should meet the compaction requirements for Structural Fill. Backfill placed in areas that will not support structural or paved elements should meet the compaction requirements for Ordinary Fill. Proposed borrow materials that fall slightly outside of these specifications may also be suitable for use, subject to review and approval by GEI. Structural Fill Structural Fill should consist of hard, durable sand and gravel. It should be free of clay, organic matter, surface coatings, and other deleterious materials. Soil finer than the No. 200 sieve (the “fines”) should be nonplastic. Structural Fill shall meet the following gradation requirements: Sieve Size Percent Passing by Weight 3 inches 100 1 - ½ inch 55 – 100 No. 4 35 – 85 No. 16 20 – 65 No. 50 5 – 40 No. 200 (fines) 0 – 10 Structural Fill should be compacted in maximum 12-inch-thick, loose lifts to at least 95 percent of the maximum dry density determined in accordance with ASTM D1557 (Modified AASHTO Compaction). The moisture content should be held to within +/- 3 percent of optimum moisture content (as determined by ASTM D1557). Ordinary Fill Ordinary fill should consist of hard, durable sand and gravel, free of clay, organic matter, surface coatings, and other deleterious materials. Soil finer than the No. 200 sieve (the “fines”) should be nonplastic. Ordinary Fill shall meet the following gradation requirements: Sieve Size Percent Passing by Weight 6 inches 100 3 inches 80 – 100 No. 4 20 – 100 No. 200 (fines) 0 – 20 Ordinary fill should be compacted in maximum 12-inch-thick, loose lifts to at least 92 percent of the maximum dry density determined in accordance with ASTM D1557 (Modified AASHTO Compaction). The moisture content should be held to within +/- 3 percent of optimum moisture content (as determined by ASTM D1557). Crushed Stone Crushed Stone should consist of a ¾-inch size durable crushed rock or durable crushed gravel stone and shall conform to the requirements of the ConnDOT Form 819, Section M.01.01, No. 6. Crushed stone should be compacted with at least four passes of a vibratory compactor. Geotextile Fabric Geotextile fabric should be a non-woven fabric, consisting of Mirafi 140N or an approved equivalent product. Stormwater Management Report Nutmeg Road North 555 Nutmeg Road North South Windsor, CT Prepared for: 555 Nutmeg Owner Limited Partnership c/o Snowball Group, LLC 80 Saint Marks Ave, Apt 3A Brooklyn, NY Prepared by: Design Professionals, Inc. 58 Connecticut Avenue, Suite H South Windsor, CT February 4, 2025 Revised to: February 24, 2025 Table of Contents Section Page Introduction 1 Pre-Development Site Conditions 1 Post-Development Site Conditions 2 Analysis of Results 3 Storm Sewer Collection System 4 Water Quality 4 Conclusion 5 Appendices A Pre-Development Drainage HydroCAD Report B Post-Development Drainage HydroCAD Report (Reserved Parking) C NRCS Soil Map & Data D NOAA Atlas 14 Rainfall Data E Storm Sewers Analysis F GEI Test Pit and Infiltration Testing Results G Water Quality Calculations Water Quality Volume Water Quality Basin and Forebay Stage Storage Results Water Quality Flow Volume ADS Barracuda Hydrodynamic Separator Specs H Drainage Area Maps Existing Drainage Areas (Pre) Proposed Drainage Areas (Post) 1 Introduction The 555 Nutmeg Owner Limited Partnership c/o Snowball Group, LLC is proposing site improvements to the 12.0+ acre parcel located at 555 Nutmeg Road North, South Windsor, Connecticut and referenced on the Town of South Windsor Tax Assessors map, GIS PIN: 65100555. The proposed redevelopment includes the demolition of a 3,010± SF portion of the existing building and the construction of 75 trailer parking spaces and 44 car parking spaces. The plans also consider two areas of reserved parking that provide 52 and 35 spaces, respectively (87 total reserve spaces). The demolished building section will also allow for the expansion of the loading dock to provide 7 additional dock spaces. Associated site improvements include the renovation of existing concrete dock aprons, bituminous pavement and curbs, landscape islands for parking areas, site lighting, and improvements to stormwater BMP’s. Of the 12.0+ acre parcel, approximately 7.8+ acres are proposed to be disturbed for improvements to the site. For more information, please refer to the plans entitled “Nutmeg Road North ~ 555 Nutmeg Road North ~ South Windsor, CT” prepared by Design Professionals, Inc. and dated February 4, 2025, as amended. Pre-Development Site Conditions The existing site is located within the Industrial zone and is accessed from Nutmeg Road North, which shares the eastern property boundary. The parcel is bordered on the North and South by industrial uses while the Western property boundary abuts the Connecticut Southern Railroad. The existing site includes a 112,281 SF warehouse (including office space) parking and loading areas. The existing site characteristics can be classified as an industrial site surrounded by dense woodlands providing a buffer to the northern, southern and western property boundaries. Impervious surfaces account for 34%± of the total lot area. This includes the existing warehouse, parking areas and other identified impervious surfaces. Based on review of existing topography, stormwater runoff across the site generally flows offsite at the Northern, Eastern, and Southern property boundaries. Design Point 1 (DP1) considers the flow to the Northern property boundary. Design Point 2 (DP2) considers flow to the Southern property boundary. Design Point 3 (DP3) considers flow to the Eastern property boundary and into Nutmeg Road North. The existing grades indicate a series of depressions to the West of the existing building which would pool and outfall to either DP1 or DP2. The Northern half of the building roof was found to also be a contributing area to DP1. The existing catch basins on site intercept and convey flow from the parking area and the Southern half of the roof area to Nutmeg Road North (DP3). Existing conditions watershed delineations are identified in the Existing Conditions Drainage Map located in Appendix H. Pre-Development Drainage HydroCAD Report data is located in Appendix A. 2 Soil Types A, B, & D were identified on site based on Natural Resources Conservation Service (NRCS) Hydrologic Soil Group (HSG) mapping, see Appendix C for The NRCS Soil Map & Data. 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 As stated above, the proposed redevelopment will include the demolition of 3,010± SF of the existing building and the construction of 75 trailer parking spaces and 44 car parking spaces. Two areas of reserved parking, which provide 52 and 35 spaces, respectively (87 total reserve spaces), will also be considered. The demolished building section will allow for the expansion of the loading dock from 4 spaces to 11 spaces (7 additional dock spaces). Associated site improvements include the renovation of existing concrete dock aprons, bituminous pavement and curbs, landscape islands for parking areas, site lighting, and stormwater BMP’s. In terms of stormwater management, surface runoff from proposed impervious surfaces and a portion of the roof (two downspouts on the southwestern corner) will be directed to a water quality basin for detention and treatment before flowing into a section of the basin designed to operate as an infiltration basin. The water quality basin was designed with two separate forebay areas: one to the South of the proposed car parking area and the other to the West of the proposed trailer parking area. The forebays will allow for the pretreatment of runoff before pooling in the wet pool volume of the water quality basin which would then overflow into the infiltration basin. An emergency drainage pipe is also proposed to provide an outlet from the water quality / infiltration basin to the existing stormwater conveyance system should the infiltration basin become clogged with sediment between recommended maintenance checks. Eight (8) test pits were dug at the site on July 19, 2024, using an excavator to depths up to 9 feet each and observed by GEI. Groundwater was encountered in seven (7) test pits at depths that ranged from 4.5’ – 6’ below existing grade. Based on this, the proposed grades for the infiltration basin considered the 3ft separation distance to seasonal high ground water as recommended in Standard 1 of the 2024 Connecticut Stormwater Quality Manual. GEI Test pit and Infiltration Resting Results are included as Appendix F. GEI’s Geotechnical Report for the project Entitled “Geotechnical Report, Industrial Development, 555 Nutmeg Road North, South Windsor CT” dated February 13, 2025 3 recommended an infiltration rate of 15 in/hr be considered for the design of the infiltration portion of the basin (30 in/hr design rate; modeled with a factor of safety of 2). With this rate, model results indicated that the infiltration basin will infiltrate 100% of storm water collected for the 2-yr through the 25-yr storm events considered. Minimal outflows from the proposed 12” RCP Emergency outlet pipe was observed for the 50-yr & 100-yr storm events. This satisfies the requirement for retention of the determined water quality volume as recommended in Standard 1 of the 2024 Connecticut Stormwater Quality Manual. The water quality basin portion of the basin was also sized to store the determined water quality volume for the drainage area as recommended for pre-treatment of stormwater runoff prior to its discharge to an infiltration basin. Surface runoff from the remaining downspouts of the warehouse and runoff from the adjacent pavement area on the south side of the building will be collected in catch basins and conveyed directly to the drainage system in Nutmeg Road North. A hydrodynamic separator is proposed to treat the determined water quality flow rate from these areas prior to its discharge to Nutmeg Road North. See the Water Quality section of this report below for more discussion on how water quality for the site will be controlled. The Proposed Conditions Drainage Map for the site is located in Appendix H. The Post- Development Drainage HydroCAD Reports is located in Appendices 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 Property Boundary Pre 4.21 7.72 9.89 11.51 13.28 Post 4.18 7.66 9.80 11.39 13.12 DP#2 – Flow to Southern Property Boundary Pre 0.03 0.34 0.70 1.02 1.43 Post 0.03 0.15 0.28 0.38 0.51 DP#3 – Flow to Eastern Property Boundary Pre 7.57 12.33 15.31 17.54 19.99 Post 6.97 11.35 14.07 16.10 18.32 4 As seen in the table above, the project will result in proposed peak runoff rates equal to or less peak runoff rates of the existing condition for all five design storms. Stormwater Management Standard 2 of the 2024 Connecticut Stormwater Quality Manual recommends a 50% reduction of the 2-yr 24hr storm. The results above show that the proposed conditions do not meet this condition; however, observed peak flows in the proposed condition will be less than existing peak flow rates for the three design points considered. Storm Sewer Collection System The existing subsurface stormwater collection and conveyance system for the site was modelled and compared to the proposed design. The results revealed that the existing system is noncompliant to the guidelines set forth in the Connecticut Department of Transportation’s Drainage Manual and Standard 2 of the 2024 Connecticut Stormwater Quality Manual. The proposed condition was found to be an improvement to the existing condition, but the design requirements for pipes to be sized to have capacity to convey the 10-yr design storm while providing 1 foot of free board, was not achieved due to shallow inverts of the existing receiving catchbasin on site and limited ability to provide cover over a larger pipe. To mitigate against potential ponding, surface grading was designed to facilitate spillover to the proposed water quality and infiltration basin before ponding would exceed the finished floor elevations. See Appendix E for existing and proposed condition Storm Sewer Analysis results. Water Quality The proposed water quality basin was designed to detain the determined water quality volume (19,200± CFT) for the area draining to it in accordance with Stormwater Management Standard 1 of the 2024 Connecticut Stormwater Quality Manual. The basin was designed with two sediment forebays capable of storing over 10% of the water quality volume for pretreatment of surface runoff. The wet pool volumes of the water quality basin and forebay combined will retain over 100% of the determined water quality volume. Water Quality Volume calculations and stage storage results for the basin and forebays are included in Appendix G. Additional treatment of surface runoff from the pavement areas collected in catchbasins on the south side of the building will be provided via a hydrodynamic separator. The ADS Barracuda S6 separator was selected to treat runoff from this area based on its ability to treat the determined water quality flow rate (3± CFS), excluding the area draining to the water quality basin. See Appendix G for Water Quality Flow Calculations and Barracuda Manufactures specifications. The proposed site plan includes an erosion and sedimentation (E&S) control plan conforming with the 2024 Connecticut Guidelines for Soil Erosion and Sediment Control. Silt fencing, temporary hay bales, a 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 “Nutmeg Road North ~ 555 Nutmeg Road North ~ South Windsor, CT” prepared by Design Professionals, Inc. and dated February 4, 2025, as amended for erosion control plans, 5 construction sequence, and post-construction stormwater maintenance requirements. The enclosed plans were developed to meet Stormwater Management Standards 3 through 5. 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 surrounding stormwater conditions. APPENDIX A Watershed Computations (Pre-Development Drainage HydroCAD Report) DP2DP1 EXISTING DP3 E1 E1 E2 E2 E3 E3 E4 E4 E5 E5 E6 E6 E7 E7 DP1 NE DP2 SW DP3 NUTMEG ROAD Routing Diagram for 5215 - HydroCAD Prepared by {enter your company name here}, Printed 2/24/2025 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Existing Conditions 5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-YR_24hr NOAA 24-hr D Default 24.00 1 3.10 2 2 5-YR_24hr NOAA 24-hr D Default 24.00 1 4.10 2 3 10-YR_24hr NOAA 24-hr D Default 24.00 1 4.93 2 4 25-YR_24hr NOAA 24-hr D Default 24.00 1 6.06 2 5 50-YR_24hr NOAA 24-hr D Default 24.00 1 6.90 2 6 100-YR_24hr NOAA 24-hr D Default 24.00 1 7.82 2 7 500-YR_24hr NOAA 24-hr D Default 24.00 1 10.90 2 Existing Conditions NOAA 24-hr D 2-YR_24hr Rainfall=3.10"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-56.00 hrs, dt=0.01 hrs, 5601 points x 3 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=29,855 sf 0.00% Impervious Runoff Depth=0.31"Subcatchment E1: E1 Flow Length=201' Slope=0.0100 '/' Tc=100.6 min CN=58 Runoff=0.04 cfs 0.018 af Runoff Area=82,447 sf 65.58% Impervious Runoff Depth=1.91"Subcatchment E2: E2 Tc=6.0 min CN=88 Runoff=4.21 cfs 0.301 af Runoff Area=248,364 sf 3.72% Impervious Runoff Depth=0.06"Subcatchment E3: E3 Flow Length=855' Tc=297.3 min CN=47 Runoff=0.03 cfs 0.028 af Runoff Area=111,874 sf 98.02% Impervious Runoff Depth=2.87"Subcatchment E4: E4 Tc=6.0 min CN=98 Runoff=7.54 cfs 0.614 af Runoff Area=56,422 sf 8.99% Impervious Runoff Depth=0.64"Subcatchment E5: E5 Flow Length=231' Tc=47.4 min CN=67 Runoff=0.33 cfs 0.069 af Runoff Area=3,459 sf 0.00% Impervious Runoff Depth=0.05"Subcatchment E6: E6 Tc=6.0 min CN=46 Runoff=0.00 cfs 0.000 af Runoff Area=10,761 sf 0.00% Impervious Runoff Depth=0.20"Subcatchment E7: E7 Flow Length=62' Slope=0.0244 '/' Tc=23.9 min CN=54 Runoff=0.01 cfs 0.004 af Inflow=4.21 cfs 0.318 afLink DP1: NE Primary=4.21 cfs 0.318 af Inflow=0.03 cfs 0.032 afLink DP2: SW Primary=0.03 cfs 0.032 af Inflow=7.57 cfs 0.682 afLink DP3: NUTMEG ROAD Primary=7.57 cfs 0.682 af Total Runoff Area = 12.470 ac Runoff Volume = 1.033 af Average Runoff Depth = 0.99" 67.22% Pervious = 8.383 ac 32.78% Impervious = 4.087 ac Existing Conditions NOAA 24-hr D 5-YR_24hr Rainfall=4.10"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-56.00 hrs, dt=0.01 hrs, 5601 points x 3 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=29,855 sf 0.00% Impervious Runoff Depth=0.71"Subcatchment E1: E1 Flow Length=201' Slope=0.0100 '/' Tc=100.6 min CN=58 Runoff=0.12 cfs 0.041 af Runoff Area=82,447 sf 65.58% Impervious Runoff Depth=2.82"Subcatchment E2: E2 Tc=6.0 min CN=88 Runoff=6.12 cfs 0.445 af Runoff Area=248,364 sf 3.72% Impervious Runoff Depth=0.26"Subcatchment E3: E3 Flow Length=855' Tc=297.3 min CN=47 Runoff=0.15 cfs 0.123 af Runoff Area=111,874 sf 98.02% Impervious Runoff Depth=3.86"Subcatchment E4: E4 Tc=6.0 min CN=98 Runoff=10.03 cfs 0.827 af Runoff Area=56,422 sf 8.99% Impervious Runoff Depth=1.21"Subcatchment E5: E5 Flow Length=231' Tc=47.4 min CN=67 Runoff=0.70 cfs 0.130 af Runoff Area=3,459 sf 0.00% Impervious Runoff Depth=0.23"Subcatchment E6: E6 Tc=6.0 min CN=46 Runoff=0.00 cfs 0.002 af Runoff Area=10,761 sf 0.00% Impervious Runoff Depth=0.53"Subcatchment E7: E7 Flow Length=62' Slope=0.0244 '/' Tc=23.9 min CN=54 Runoff=0.05 cfs 0.011 af Inflow=6.12 cfs 0.486 afLink DP1: NE Primary=6.12 cfs 0.486 af Inflow=0.16 cfs 0.136 afLink DP2: SW Primary=0.16 cfs 0.136 af Inflow=10.16 cfs 0.957 afLink DP3: NUTMEG ROAD Primary=10.16 cfs 0.957 af Total Runoff Area = 12.470 ac Runoff Volume = 1.579 af Average Runoff Depth = 1.52" 67.22% Pervious = 8.383 ac 32.78% Impervious = 4.087 ac Existing Conditions NOAA 24-hr D 10-YR_24hr Rainfall=4.93"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-56.00 hrs, dt=0.01 hrs, 5601 points x 3 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=29,855 sf 0.00% Impervious Runoff Depth=1.13"Subcatchment E1: E1 Flow Length=201' Slope=0.0100 '/' Tc=100.6 min CN=58 Runoff=0.21 cfs 0.065 af Runoff Area=82,447 sf 65.58% Impervious Runoff Depth=3.60"Subcatchment E2: E2 Tc=6.0 min CN=88 Runoff=7.71 cfs 0.568 af Runoff Area=248,364 sf 3.72% Impervious Runoff Depth=0.51"Subcatchment E3: E3 Flow Length=855' Tc=297.3 min CN=47 Runoff=0.33 cfs 0.244 af Runoff Area=111,874 sf 98.02% Impervious Runoff Depth=4.69"Subcatchment E4: E4 Tc=6.0 min CN=98 Runoff=12.08 cfs 1.004 af Runoff Area=56,422 sf 8.99% Impervious Runoff Depth=1.75"Subcatchment E5: E5 Flow Length=231' Tc=47.4 min CN=67 Runoff=1.06 cfs 0.189 af Runoff Area=3,459 sf 0.00% Impervious Runoff Depth=0.47"Subcatchment E6: E6 Tc=6.0 min CN=46 Runoff=0.02 cfs 0.003 af Runoff Area=10,761 sf 0.00% Impervious Runoff Depth=0.89"Subcatchment E7: E7 Flow Length=62' Slope=0.0244 '/' Tc=23.9 min CN=54 Runoff=0.12 cfs 0.018 af Inflow=7.72 cfs 0.633 afLink DP1: NE Primary=7.72 cfs 0.633 af Inflow=0.34 cfs 0.265 afLink DP2: SW Primary=0.34 cfs 0.265 af Inflow=12.33 cfs 1.194 afLink DP3: NUTMEG ROAD Primary=12.33 cfs 1.194 af Total Runoff Area = 12.470 ac Runoff Volume = 2.092 af Average Runoff Depth = 2.01" 67.22% Pervious = 8.383 ac 32.78% Impervious = 4.087 ac Existing Conditions NOAA 24-hr D 25-YR_24hr Rainfall=6.06"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 6HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-56.00 hrs, dt=0.01 hrs, 5601 points x 3 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=29,855 sf 0.00% Impervious Runoff Depth=1.79"Subcatchment E1: E1 Flow Length=201' Slope=0.0100 '/' Tc=100.6 min CN=58 Runoff=0.35 cfs 0.102 af Runoff Area=82,447 sf 65.58% Impervious Runoff Depth=4.68"Subcatchment E2: E2 Tc=6.0 min CN=88 Runoff=9.87 cfs 0.739 af Runoff Area=248,364 sf 3.72% Impervious Runoff Depth=0.96"Subcatchment E3: E3 Flow Length=855' Tc=297.3 min CN=47 Runoff=0.67 cfs 0.456 af Runoff Area=111,874 sf 98.02% Impervious Runoff Depth=5.82"Subcatchment E4: E4 Tc=6.0 min CN=98 Runoff=14.88 cfs 1.246 af Runoff Area=56,422 sf 8.99% Impervious Runoff Depth=2.58"Subcatchment E5: E5 Flow Length=231' Tc=47.4 min CN=67 Runoff=1.60 cfs 0.278 af Runoff Area=3,459 sf 0.00% Impervious Runoff Depth=0.89"Subcatchment E6: E6 Tc=6.0 min CN=46 Runoff=0.06 cfs 0.006 af Runoff Area=10,761 sf 0.00% Impervious Runoff Depth=1.47"Subcatchment E7: E7 Flow Length=62' Slope=0.0244 '/' Tc=23.9 min CN=54 Runoff=0.22 cfs 0.030 af Inflow=9.89 cfs 0.841 afLink DP1: NE Primary=9.89 cfs 0.841 af Inflow=0.70 cfs 0.492 afLink DP2: SW Primary=0.70 cfs 0.492 af Inflow=15.31 cfs 1.524 afLink DP3: NUTMEG ROAD Primary=15.31 cfs 1.524 af Total Runoff Area = 12.470 ac Runoff Volume = 2.858 af Average Runoff Depth = 2.75" 67.22% Pervious = 8.383 ac 32.78% Impervious = 4.087 ac Existing Conditions NOAA 24-hr D 50-YR_24hr Rainfall=6.90"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 7HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-56.00 hrs, dt=0.01 hrs, 5601 points x 3 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=29,855 sf 0.00% Impervious Runoff Depth=2.34"Subcatchment E1: E1 Flow Length=201' Slope=0.0100 '/' Tc=100.6 min CN=58 Runoff=0.47 cfs 0.134 af Runoff Area=82,447 sf 65.58% Impervious Runoff Depth=5.50"Subcatchment E2: E2 Tc=6.0 min CN=88 Runoff=11.47 cfs 0.867 af Runoff Area=248,364 sf 3.72% Impervious Runoff Depth=1.35"Subcatchment E3: E3 Flow Length=855' Tc=297.3 min CN=47 Runoff=0.99 cfs 0.644 af Runoff Area=111,874 sf 98.02% Impervious Runoff Depth=6.66"Subcatchment E4: E4 Tc=6.0 min CN=98 Runoff=16.96 cfs 1.426 af Runoff Area=56,422 sf 8.99% Impervious Runoff Depth=3.23"Subcatchment E5: E5 Flow Length=231' Tc=47.4 min CN=67 Runoff=2.02 cfs 0.348 af Runoff Area=3,459 sf 0.00% Impervious Runoff Depth=1.27"Subcatchment E6: E6 Tc=6.0 min CN=46 Runoff=0.10 cfs 0.008 af Runoff Area=10,761 sf 0.00% Impervious Runoff Depth=1.97"Subcatchment E7: E7 Flow Length=62' Slope=0.0244 '/' Tc=23.9 min CN=54 Runoff=0.31 cfs 0.041 af Inflow=11.51 cfs 1.001 afLink DP1: NE Primary=11.51 cfs 1.001 af Inflow=1.02 cfs 0.693 afLink DP2: SW Primary=1.02 cfs 0.693 af Inflow=17.54 cfs 1.774 afLink DP3: NUTMEG ROAD Primary=17.54 cfs 1.774 af Total Runoff Area = 12.470 ac Runoff Volume = 3.467 af Average Runoff Depth = 3.34" 67.22% Pervious = 8.383 ac 32.78% Impervious = 4.087 ac Existing Conditions NOAA 24-hr D 100-YR_24hr Rainfall=7.82"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 8HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-56.00 hrs, dt=0.01 hrs, 5601 points x 3 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=29,855 sf 0.00% Impervious Runoff Depth=2.98"Subcatchment E1: E1 Flow Length=201' Slope=0.0100 '/' Tc=100.6 min CN=58 Runoff=0.61 cfs 0.170 af Runoff Area=82,447 sf 65.58% Impervious Runoff Depth=6.39"Subcatchment E2: E2 Tc=6.0 min CN=88 Runoff=13.21 cfs 1.008 af Runoff Area=248,364 sf 3.72% Impervious Runoff Depth=1.84"Subcatchment E3: E3 Flow Length=855' Tc=297.3 min CN=47 Runoff=1.39 cfs 0.874 af Runoff Area=111,874 sf 98.02% Impervious Runoff Depth=7.58"Subcatchment E4: E4 Tc=6.0 min CN=98 Runoff=19.23 cfs 1.622 af Runoff Area=56,422 sf 8.99% Impervious Runoff Depth=3.97"Subcatchment E5: E5 Flow Length=231' Tc=47.4 min CN=67 Runoff=2.50 cfs 0.429 af Runoff Area=3,459 sf 0.00% Impervious Runoff Depth=1.74"Subcatchment E6: E6 Tc=6.0 min CN=46 Runoff=0.15 cfs 0.012 af Runoff Area=10,761 sf 0.00% Impervious Runoff Depth=2.56"Subcatchment E7: E7 Flow Length=62' Slope=0.0244 '/' Tc=23.9 min CN=54 Runoff=0.42 cfs 0.053 af Inflow=13.28 cfs 1.179 afLink DP1: NE Primary=13.28 cfs 1.179 af Inflow=1.43 cfs 0.938 afLink DP2: SW Primary=1.43 cfs 0.938 af Inflow=19.99 cfs 2.051 afLink DP3: NUTMEG ROAD Primary=19.99 cfs 2.051 af Total Runoff Area = 12.470 ac Runoff Volume = 4.167 af Average Runoff Depth = 4.01" 67.22% Pervious = 8.383 ac 32.78% Impervious = 4.087 ac Existing Conditions NOAA 24-hr D 500-YR_24hr Rainfall=10.90"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 9HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-56.00 hrs, dt=0.01 hrs, 5601 points x 3 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=29,855 sf 0.00% Impervious Runoff Depth=5.35"Subcatchment E1: E1 Flow Length=201' Slope=0.0100 '/' Tc=100.6 min CN=58 Runoff=1.13 cfs 0.306 af Runoff Area=82,447 sf 65.58% Impervious Runoff Depth=9.42"Subcatchment E2: E2 Tc=6.0 min CN=88 Runoff=18.99 cfs 1.486 af Runoff Area=248,364 sf 3.72% Impervious Runoff Depth=3.75"Subcatchment E3: E3 Flow Length=855' Tc=297.3 min CN=47 Runoff=3.03 cfs 1.782 af Runoff Area=111,874 sf 98.02% Impervious Runoff Depth=10.66"Subcatchment E4: E4 Tc=6.0 min CN=98 Runoff=26.83 cfs 2.281 af Runoff Area=56,422 sf 8.99% Impervious Runoff Depth=6.62"Subcatchment E5: E5 Flow Length=231' Tc=47.4 min CN=67 Runoff=4.18 cfs 0.715 af Runoff Area=3,459 sf 0.00% Impervious Runoff Depth=3.60"Subcatchment E6: E6 Tc=6.0 min CN=46 Runoff=0.33 cfs 0.024 af Runoff Area=10,761 sf 0.00% Impervious Runoff Depth=4.77"Subcatchment E7: E7 Flow Length=62' Slope=0.0244 '/' Tc=23.9 min CN=54 Runoff=0.82 cfs 0.098 af Inflow=19.18 cfs 1.791 afLink DP1: NE Primary=19.18 cfs 1.791 af Inflow=3.10 cfs 1.905 afLink DP2: SW Primary=3.10 cfs 1.905 af Inflow=28.23 cfs 2.996 afLink DP3: NUTMEG ROAD Primary=28.23 cfs 2.996 af Total Runoff Area = 12.470 ac Runoff Volume = 6.692 af Average Runoff Depth = 6.44" 67.22% Pervious = 8.383 ac 32.78% Impervious = 4.087 ac Existing Conditions NOAA 24-hr D 2-YR_24hr Rainfall=3.10"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 10HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E1: E1 Runoff = 0.04 cfs @ 13.87 hrs, Volume= 0.018 af, Depth= 0.31" Routed to Link DP1 : NE Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-56.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-YR_24hr Rainfall=3.10" Area (sf) CN Description 720 61 >75% Grass cover, Good, HSG B 29,135 58 Woods/grass comb., Good, HSG B 29,855 58 Weighted Average 29,855 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 50.1 100 0.0100 0.03 Sheet Flow, <100ft Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.10" 50.5 101 0.0100 0.03 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 3.10" 100.6 201 Total Subcatchment E1: E1 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)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 2-YR_24hr Rainfall=3.10" Runoff Area=29,855 sf Runoff Volume=0.018 af Runoff Depth=0.31" Flow Length=201' Slope=0.0100 '/' Tc=100.6 min CN=58 0.04 cfs Existing Conditions NOAA 24-hr D 2-YR_24hr Rainfall=3.10"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 11HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E2: E2 Runoff = 4.21 cfs @ 12.13 hrs, Volume= 0.301 af, Depth= 1.91" Routed to Link DP1 : NE Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-56.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-YR_24hr Rainfall=3.10" Area (sf) CN Description 537 61 >75% Grass cover, Good, HSG B 7,389 80 >75% Grass cover, Good, HSG D * 54,066 98 Impervious 11,716 55 Woods, Good, HSG B 8,739 77 Woods, Good, HSG D 82,447 88 Weighted Average 28,381 34.42% Pervious Area 54,066 65.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E2: E2 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 NOAA 24-hr D 2-YR_24hr Rainfall=3.10" Runoff Area=82,447 sf Runoff Volume=0.301 af Runoff Depth=1.91" Tc=6.0 min CN=88 4.21 cfs Existing Conditions NOAA 24-hr D 2-YR_24hr Rainfall=3.10"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 12HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E3: E3 Runoff = 0.03 cfs @ 22.13 hrs, Volume= 0.028 af, Depth= 0.06" Routed to Link DP2 : SW Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-56.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-YR_24hr Rainfall=3.10" Area (sf) CN Description 10,874 39 >75% Grass cover, Good, HSG A 4,092 80 >75% Grass cover, Good, HSG D * 9,237 98 Impervious 5,222 32 Woods/grass comb., Good, HSG A 107,099 30 Woods, Good, HSG A 90,084 55 Woods, Good, HSG B 21,756 77 Woods, Good, HSG D 248,364 47 Weighted Average 239,127 96.28% Pervious Area 9,237 3.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.6 100 0.0127 0.04 Sheet Flow, 100ft Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.10" 251.7 755 0.0004 0.05 Shallow Concentrated Flow, >100ft Shall Concentrated Flow Forest w/Heavy Litter Kv= 2.5 fps 297.3 855 Total Existing Conditions NOAA 24-hr D 2-YR_24hr Rainfall=3.10"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 13HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E3: E3 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)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 2-YR_24hr Rainfall=3.10" Runoff Area=248,364 sf Runoff Volume=0.028 af Runoff Depth=0.06" Flow Length=855' Tc=297.3 min CN=47 0.03 cfs Existing Conditions NOAA 24-hr D 2-YR_24hr Rainfall=3.10"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 14HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E4: E4 Runoff = 7.54 cfs @ 12.13 hrs, Volume= 0.614 af, Depth= 2.87" Routed to Link DP3 : NUTMEG ROAD Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-56.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-YR_24hr Rainfall=3.10" Area (sf) CN Description 66 39 >75% Grass cover, Good, HSG A 2,152 80 >75% Grass cover, Good, HSG D * 109,656 98 Impervious 111,874 98 Weighted Average 2,218 1.98% Pervious Area 109,656 98.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E4: E4 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 NOAA 24-hr D 2-YR_24hr Rainfall=3.10" Runoff Area=111,874 sf Runoff Volume=0.614 af Runoff Depth=2.87" Tc=6.0 min CN=98 7.54 cfs Existing Conditions NOAA 24-hr D 2-YR_24hr Rainfall=3.10"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 15HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E5: E5 Runoff = 0.33 cfs @ 12.75 hrs, Volume= 0.069 af, Depth= 0.64" Routed to Link DP3 : NUTMEG ROAD Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-56.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-YR_24hr Rainfall=3.10" Area (sf) CN Description 1,944 39 >75% Grass cover, Good, HSG A 336 61 >75% Grass cover, Good, HSG B 16,357 80 >75% Grass cover, Good, HSG D * 5,071 98 Impervious 4,072 73 Brush, Good, HSG D 5,781 32 Woods/grass comb., Good, HSG A 13,674 79 Woods/grass comb., Good, HSG D 7,668 30 Woods, Good, HSG A 733 55 Woods, Good, HSG B 786 77 Woods, Good, HSG D 56,422 67 Weighted Average 51,351 91.01% Pervious Area 5,071 8.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 34.2 100 0.0260 0.05 Sheet Flow, 100ft Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.10" 13.2 131 0.0011 0.17 Shallow Concentrated Flow, >Shallow Concentrated Flow Woodland Kv= 5.0 fps 47.4 231 Total Existing Conditions NOAA 24-hr D 2-YR_24hr Rainfall=3.10"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 16HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E5: E5 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (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 2-YR_24hr Rainfall=3.10" Runoff Area=56,422 sf Runoff Volume=0.069 af Runoff Depth=0.64" Flow Length=231' Tc=47.4 min CN=67 0.33 cfs Existing Conditions NOAA 24-hr D 2-YR_24hr Rainfall=3.10"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 17HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E6: E6 Runoff = 0.00 cfs @ 16.74 hrs, Volume= 0.000 af, Depth= 0.05" Routed to Link DP2 : SW Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-56.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-YR_24hr Rainfall=3.10" Area (sf) CN Description 1,308 30 Woods, Good, HSG A 2,151 55 Woods, Good, HSG B 3,459 46 Weighted Average 3,459 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment E6: E6 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 0 0 NOAA 24-hr D 2-YR_24hr Rainfall=3.10" Runoff Area=3,459 sf Runoff Volume=0.000 af Runoff Depth=0.05" Tc=6.0 min CN=46 0.00 cfs Existing Conditions NOAA 24-hr D 2-YR_24hr Rainfall=3.10"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 18HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E7: E7 Runoff = 0.01 cfs @ 12.77 hrs, Volume= 0.004 af, Depth= 0.20" Routed to Link DP2 : SW Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-56.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-YR_24hr Rainfall=3.10" Area (sf) CN Description 356 61 >75% Grass cover, Good, HSG B 670 30 Woods, Good, HSG A 9,735 55 Woods, Good, HSG B 10,761 54 Weighted Average 10,761 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.9 62 0.0244 0.04 Sheet Flow, <100ft Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.10" Subcatchment E7: E7 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)0.011 0.011 0.01 0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 NOAA 24-hr D 2-YR_24hr Rainfall=3.10" Runoff Area=10,761 sf Runoff Volume=0.004 af Runoff Depth=0.20" Flow Length=62' Slope=0.0244 '/' Tc=23.9 min CN=54 0.01 cfs Existing Conditions NOAA 24-hr D 2-YR_24hr Rainfall=3.10"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 19HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP1: NE Inflow Area = 2.578 ac, 48.14% Impervious, Inflow Depth = 1.48" for 2-YR_24hr event Inflow = 4.21 cfs @ 12.13 hrs, Volume= 0.318 af Primary = 4.21 cfs @ 12.13 hrs, Volume= 0.318 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-56.00 hrs, dt= 0.01 hrs Link DP1: NE Inflow Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Inflow Area=2.578 ac 4.21 cfs4.21 cfs Existing Conditions NOAA 24-hr D 2-YR_24hr Rainfall=3.10"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 20HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP2: SW Inflow Area = 6.028 ac, 3.52% Impervious, Inflow Depth = 0.06" for 2-YR_24hr event Inflow = 0.03 cfs @ 21.48 hrs, Volume= 0.032 af Primary = 0.03 cfs @ 21.48 hrs, Volume= 0.032 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-56.00 hrs, dt= 0.01 hrs Link DP2: SW Inflow Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)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 Inflow Area=6.028 ac 0.03 cfs0.03 cfs Existing Conditions NOAA 24-hr D 2-YR_24hr Rainfall=3.10"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 21HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP3: NUTMEG ROAD Inflow Area = 3.864 ac, 68.17% Impervious, Inflow Depth = 2.12" for 2-YR_24hr event Inflow = 7.57 cfs @ 12.13 hrs, Volume= 0.682 af Primary = 7.57 cfs @ 12.13 hrs, Volume= 0.682 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-56.00 hrs, dt= 0.01 hrs Link DP3: NUTMEG ROAD Inflow Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=3.864 ac 7.57 cfs7.57 cfs Existing Conditions NOAA 24-hr D 10-YR_24hr Rainfall=4.93"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 22HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: E1 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)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_24hr Rainfall=4.93" Runoff Area=29,855 sf Runoff Volume=0.065 af Runoff Depth=1.13" Flow Length=201' Slope=0.0100 '/' Tc=100.6 min CN=58 0.21 cfs Subcatchment E2: E2 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 NOAA 24-hr D 10-YR_24hr Rainfall=4.93" Runoff Area=82,447 sf Runoff Volume=0.568 af Runoff Depth=3.60" Tc=6.0 min CN=88 7.71 cfs Existing Conditions NOAA 24-hr D 10-YR_24hr Rainfall=4.93"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 23HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E3: E3 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (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 10-YR_24hr Rainfall=4.93" Runoff Area=248,364 sf Runoff Volume=0.244 af Runoff Depth=0.51" Flow Length=855' Tc=297.3 min CN=47 0.33 cfs Subcatchment E4: E4 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 10-YR_24hr Rainfall=4.93" Runoff Area=111,874 sf Runoff Volume=1.004 af Runoff Depth=4.69" Tc=6.0 min CN=98 12.08 cfs Existing Conditions NOAA 24-hr D 10-YR_24hr Rainfall=4.93"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 24HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E5: E5 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 10-YR_24hr Rainfall=4.93" Runoff Area=56,422 sf Runoff Volume=0.189 af Runoff Depth=1.75" Flow Length=231' Tc=47.4 min CN=67 1.06 cfs Subcatchment E6: E6 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)0.02 0.019 0.018 0.017 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 10-YR_24hr Rainfall=4.93" Runoff Area=3,459 sf Runoff Volume=0.003 af Runoff Depth=0.47" Tc=6.0 min CN=46 0.02 cfs Existing Conditions NOAA 24-hr D 10-YR_24hr Rainfall=4.93"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 25HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E7: E7 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)0.13 0.125 0.12 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 10-YR_24hr Rainfall=4.93" Runoff Area=10,761 sf Runoff Volume=0.018 af Runoff Depth=0.89" Flow Length=62' Slope=0.0244 '/' Tc=23.9 min CN=54 0.12 cfs Link DP1: NE Inflow Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=2.578 ac 7.72 cfs7.72 cfs Existing Conditions NOAA 24-hr D 10-YR_24hr Rainfall=4.93"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 26HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP2: SW Inflow Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (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 Inflow Area=6.028 ac 0.34 cfs0.34 cfs Link DP3: NUTMEG ROAD Inflow Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.864 ac 12.33 cfs12.33 cfs Existing Conditions NOAA 24-hr D 25-YR_24hr Rainfall=6.06"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 27HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: E1 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (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_24hr Rainfall=6.06" Runoff Area=29,855 sf Runoff Volume=0.102 af Runoff Depth=1.79" Flow Length=201' Slope=0.0100 '/' Tc=100.6 min CN=58 0.35 cfs Subcatchment E2: E2 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 25-YR_24hr Rainfall=6.06" Runoff Area=82,447 sf Runoff Volume=0.739 af Runoff Depth=4.68" Tc=6.0 min CN=88 9.87 cfs Existing Conditions NOAA 24-hr D 25-YR_24hr Rainfall=6.06"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 28HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E3: E3 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (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 25-YR_24hr Rainfall=6.06" Runoff Area=248,364 sf Runoff Volume=0.456 af Runoff Depth=0.96" Flow Length=855' Tc=297.3 min CN=47 0.67 cfs Subcatchment E4: E4 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 25-YR_24hr Rainfall=6.06" Runoff Area=111,874 sf Runoff Volume=1.246 af Runoff Depth=5.82" Tc=6.0 min CN=98 14.88 cfs Existing Conditions NOAA 24-hr D 25-YR_24hr Rainfall=6.06"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 29HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E5: E5 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 25-YR_24hr Rainfall=6.06" Runoff Area=56,422 sf Runoff Volume=0.278 af Runoff Depth=2.58" Flow Length=231' Tc=47.4 min CN=67 1.60 cfs Subcatchment E6: E6 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (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_24hr Rainfall=6.06" Runoff Area=3,459 sf Runoff Volume=0.006 af Runoff Depth=0.89" Tc=6.0 min CN=46 0.06 cfs Existing Conditions NOAA 24-hr D 25-YR_24hr Rainfall=6.06"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 30HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E7: E7 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)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 25-YR_24hr Rainfall=6.06" Runoff Area=10,761 sf Runoff Volume=0.030 af Runoff Depth=1.47" Flow Length=62' Slope=0.0244 '/' Tc=23.9 min CN=54 0.22 cfs Link DP1: NE Inflow Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.578 ac 9.89 cfs9.89 cfs Existing Conditions NOAA 24-hr D 25-YR_24hr Rainfall=6.06"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 31HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP2: SW Inflow Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (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 Inflow Area=6.028 ac 0.70 cfs0.70 cfs Link DP3: NUTMEG ROAD Inflow Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.864 ac 15.31 cfs15.31 cfs Existing Conditions NOAA 24-hr D 50-YR_24hr Rainfall=6.90"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 32HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: E1 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)0.52 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_24hr Rainfall=6.90" Runoff Area=29,855 sf Runoff Volume=0.134 af Runoff Depth=2.34" Flow Length=201' Slope=0.0100 '/' Tc=100.6 min CN=58 0.47 cfs Subcatchment E2: E2 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 50-YR_24hr Rainfall=6.90" Runoff Area=82,447 sf Runoff Volume=0.867 af Runoff Depth=5.50" Tc=6.0 min CN=88 11.47 cfs Existing Conditions NOAA 24-hr D 50-YR_24hr Rainfall=6.90"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 33HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E3: E3 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 50-YR_24hr Rainfall=6.90" Runoff Area=248,364 sf Runoff Volume=0.644 af Runoff Depth=1.35" Flow Length=855' Tc=297.3 min CN=47 0.99 cfs Subcatchment E4: E4 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (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_24hr Rainfall=6.90" Runoff Area=111,874 sf Runoff Volume=1.426 af Runoff Depth=6.66" Tc=6.0 min CN=98 16.96 cfs Existing Conditions NOAA 24-hr D 50-YR_24hr Rainfall=6.90"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 34HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E5: E5 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 NOAA 24-hr D 50-YR_24hr Rainfall=6.90" Runoff Area=56,422 sf Runoff Volume=0.348 af Runoff Depth=3.23" Flow Length=231' Tc=47.4 min CN=67 2.02 cfs Subcatchment E6: E6 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)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 50-YR_24hr Rainfall=6.90" Runoff Area=3,459 sf Runoff Volume=0.008 af Runoff Depth=1.27" Tc=6.0 min CN=46 0.10 cfs Existing Conditions NOAA 24-hr D 50-YR_24hr Rainfall=6.90"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 35HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E7: E7 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (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 50-YR_24hr Rainfall=6.90" Runoff Area=10,761 sf Runoff Volume=0.041 af Runoff Depth=1.97" Flow Length=62' Slope=0.0244 '/' Tc=23.9 min CN=54 0.31 cfs Link DP1: NE Inflow Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.578 ac 11.51 cfs11.51 cfs Existing Conditions NOAA 24-hr D 50-YR_24hr Rainfall=6.90"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 36HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP2: SW Inflow Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=6.028 ac 1.02 cfs1.02 cfs Link DP3: NUTMEG ROAD Inflow Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.864 ac 17.54 cfs17.54 cfs Existing Conditions NOAA 24-hr D 100-YR_24hr Rainfall=7.82"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 37HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: E1 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (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 NOAA 24-hr D 100-YR_24hr Rainfall=7.82" Runoff Area=29,855 sf Runoff Volume=0.170 af Runoff Depth=2.98" Flow Length=201' Slope=0.0100 '/' Tc=100.6 min CN=58 0.61 cfs Subcatchment E2: E2 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 100-YR_24hr Rainfall=7.82" Runoff Area=82,447 sf Runoff Volume=1.008 af Runoff Depth=6.39" Tc=6.0 min CN=88 13.21 cfs Existing Conditions NOAA 24-hr D 100-YR_24hr Rainfall=7.82"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 38HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E3: E3 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 100-YR_24hr Rainfall=7.82" Runoff Area=248,364 sf Runoff Volume=0.874 af Runoff Depth=1.84" Flow Length=855' Tc=297.3 min CN=47 1.39 cfs Subcatchment E4: E4 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)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_24hr Rainfall=7.82" Runoff Area=111,874 sf Runoff Volume=1.622 af Runoff Depth=7.58" Tc=6.0 min CN=98 19.23 cfs Existing Conditions NOAA 24-hr D 100-YR_24hr Rainfall=7.82"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 39HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E5: E5 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 NOAA 24-hr D 100-YR_24hr Rainfall=7.82" Runoff Area=56,422 sf Runoff Volume=0.429 af Runoff Depth=3.97" Flow Length=231' Tc=47.4 min CN=67 2.50 cfs Subcatchment E6: E6 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)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 100-YR_24hr Rainfall=7.82" Runoff Area=3,459 sf Runoff Volume=0.012 af Runoff Depth=1.74" Tc=6.0 min CN=46 0.15 cfs Existing Conditions NOAA 24-hr D 100-YR_24hr Rainfall=7.82"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 40HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E7: E7 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)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_24hr Rainfall=7.82" Runoff Area=10,761 sf Runoff Volume=0.053 af Runoff Depth=2.56" Flow Length=62' Slope=0.0244 '/' Tc=23.9 min CN=54 0.42 cfs Link DP1: NE Inflow Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.578 ac 13.28 cfs13.28 cfs Existing Conditions NOAA 24-hr D 100-YR_24hr Rainfall=7.82"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 41HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP2: SW Inflow Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=6.028 ac 1.43 cfs1.43 cfs Link DP3: NUTMEG ROAD Inflow Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (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=3.864 ac 19.99 cfs19.99 cfs Existing Conditions NOAA 24-hr D 500-YR_24hr Rainfall=10.90"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 42HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: E1 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 500-YR_24hr Rainfall=10.90" Runoff Area=29,855 sf Runoff Volume=0.306 af Runoff Depth=5.35" Flow Length=201' Slope=0.0100 '/' Tc=100.6 min CN=58 1.13 cfs Subcatchment E2: E2 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)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 500-YR_24hr Rainfall=10.90" Runoff Area=82,447 sf Runoff Volume=1.486 af Runoff Depth=9.42" Tc=6.0 min CN=88 18.99 cfs Existing Conditions NOAA 24-hr D 500-YR_24hr Rainfall=10.90"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 43HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E3: E3 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 NOAA 24-hr D 500-YR_24hr Rainfall=10.90" Runoff Area=248,364 sf Runoff Volume=1.782 af Runoff Depth=3.75" Flow Length=855' Tc=297.3 min CN=47 3.03 cfs Subcatchment E4: E4 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 NOAA 24-hr D 500-YR_24hr Rainfall=10.90" Runoff Area=111,874 sf Runoff Volume=2.281 af Runoff Depth=10.66" Tc=6.0 min CN=98 26.83 cfs Existing Conditions NOAA 24-hr D 500-YR_24hr Rainfall=10.90"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 44HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E5: E5 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 NOAA 24-hr D 500-YR_24hr Rainfall=10.90" Runoff Area=56,422 sf Runoff Volume=0.715 af Runoff Depth=6.62" Flow Length=231' Tc=47.4 min CN=67 4.18 cfs Subcatchment E6: E6 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (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 500-YR_24hr Rainfall=10.90" Runoff Area=3,459 sf Runoff Volume=0.024 af Runoff Depth=3.60" Tc=6.0 min CN=46 0.33 cfs Existing Conditions NOAA 24-hr D 500-YR_24hr Rainfall=10.90"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 45HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E7: E7 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (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 500-YR_24hr Rainfall=10.90" Runoff Area=10,761 sf Runoff Volume=0.098 af Runoff Depth=4.77" Flow Length=62' Slope=0.0244 '/' Tc=23.9 min CN=54 0.82 cfs Link DP1: NE Inflow Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (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=2.578 ac 19.18 cfs19.18 cfs Existing Conditions NOAA 24-hr D 500-YR_24hr Rainfall=10.90"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 46HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP2: SW Inflow Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=6.028 ac 3.10 cfs3.10 cfs Link DP3: NUTMEG ROAD Inflow Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=3.864 ac 28.23 cfs28.23 cfs APPENDIX B Watershed Computations (Post-Development Drainage HydroCAD Report) DP3 PROPOSED DP2DP1 P1 P1 P2 P2 (DP1*) P3 P3 (HALF BUILD) P4 P4 (REMAIN BUILD AND PVMT) P5 P5 P6 P6 P7 P7 WQB WQ BASIN DP2* SW DP3* NUTMEG ROAD Routing Diagram for 5215 - HydroCAD Prepared by {enter your company name here}, Printed 2/24/2025 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Conditions 5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-YR_24hr NOAA 24-hr D Default 24.00 1 3.10 2 2 5-YR_24hr NOAA 24-hr D Default 24.00 1 4.10 2 3 10-YR_24hr NOAA 24-hr D Default 24.00 1 4.93 2 4 25-YR_24hr NOAA 24-hr D Default 24.00 1 6.06 2 5 50-YR_24hr NOAA 24-hr D Default 24.00 1 6.90 2 6 100-YR_24hr NOAA 24-hr D Default 24.00 1 7.82 2 7 500-YR_24hr NOAA 24-hr D Default 24.00 1 10.90 2 Proposed Conditions NOAA 24-hr D 2-YR_24hr Rainfall=3.10"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-56.00 hrs, dt=0.01 hrs, 5601 points x 3 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=294,524 sf 65.78% Impervious Runoff Depth=1.46"Subcatchment P1: P1 Tc=7.0 min CN=82 Runoff=11.19 cfs 0.822 af Runoff Area=81,851 sf 65.74% Impervious Runoff Depth=1.91"Subcatchment P2: P2 (DP1*) Tc=6.0 min CN=88 Runoff=4.18 cfs 0.299 af Runoff Area=16,293 sf 100.00% Impervious Runoff Depth=2.87"Subcatchment P3: P3 (HALF BUILD) Tc=6.0 min CN=98 Runoff=1.10 cfs 0.089 af Runoff Area=100,541 sf 97.88% Impervious Runoff Depth=2.87"Subcatchment P4: P4 (REMAIN BUILD Tc=6.0 min CN=98 Runoff=6.78 cfs 0.552 af Runoff Area=42,107 sf 15.02% Impervious Runoff Depth=1.33"Subcatchment P5: P5 Flow Length=210' Slope=0.0203 '/' Tc=42.9 min CN=80 Runoff=0.65 cfs 0.107 af Runoff Area=3,459 sf 0.00% Impervious Runoff Depth=0.05"Subcatchment P6: P6 Tc=6.0 min CN=46 Runoff=0.00 cfs 0.000 af Runoff Area=4,355 sf 0.00% Impervious Runoff Depth=0.37"Subcatchment P7: P7 Flow Length=19' Slope=0.0526 '/' Tc=6.8 min CN=60 Runoff=0.03 cfs 0.003 af Peak Elev=71.97' Storage=2,959 cf Inflow=12.26 cfs 0.911 afPond WQB: WQ BASIN Discarded=6.34 cfs 0.911 af Primary=0.00 cfs 0.000 af Outflow=6.34 cfs 0.911 af Inflow=0.03 cfs 0.003 afLink DP2*: SW Primary=0.03 cfs 0.003 af Inflow=6.97 cfs 0.658 afLink DP3*: NUTMEG ROAD Primary=6.97 cfs 0.658 af Total Runoff Area = 12.469 ac Runoff Volume = 1.871 af Average Runoff Depth = 1.80" 32.14% Pervious = 4.007 ac 67.86% Impervious = 8.461 ac Proposed Conditions NOAA 24-hr D 5-YR_24hr Rainfall=4.10"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-56.00 hrs, dt=0.01 hrs, 5601 points x 3 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=294,524 sf 65.78% Impervious Runoff Depth=2.29"Subcatchment P1: P1 Tc=7.0 min CN=82 Runoff=17.51 cfs 1.290 af Runoff Area=81,851 sf 65.74% Impervious Runoff Depth=2.82"Subcatchment P2: P2 (DP1*) Tc=6.0 min CN=88 Runoff=6.08 cfs 0.442 af Runoff Area=16,293 sf 100.00% Impervious Runoff Depth=3.86"Subcatchment P3: P3 (HALF BUILD) Tc=6.0 min CN=98 Runoff=1.46 cfs 0.120 af Runoff Area=100,541 sf 97.88% Impervious Runoff Depth=3.86"Subcatchment P4: P4 (REMAIN BUILD Tc=6.0 min CN=98 Runoff=9.01 cfs 0.743 af Runoff Area=42,107 sf 15.02% Impervious Runoff Depth=2.12"Subcatchment P5: P5 Flow Length=210' Slope=0.0203 '/' Tc=42.9 min CN=80 Runoff=1.06 cfs 0.171 af Runoff Area=3,459 sf 0.00% Impervious Runoff Depth=0.23"Subcatchment P6: P6 Tc=6.0 min CN=46 Runoff=0.00 cfs 0.002 af Runoff Area=4,355 sf 0.00% Impervious Runoff Depth=0.81"Subcatchment P7: P7 Flow Length=19' Slope=0.0526 '/' Tc=6.8 min CN=60 Runoff=0.08 cfs 0.007 af Peak Elev=72.09' Storage=8,103 cf Inflow=18.94 cfs 1.410 afPond WQB: WQ BASIN Discarded=6.57 cfs 1.410 af Primary=0.00 cfs 0.000 af Outflow=6.57 cfs 1.410 af Inflow=0.08 cfs 0.008 afLink DP2*: SW Primary=0.08 cfs 0.008 af Inflow=9.36 cfs 0.915 afLink DP3*: NUTMEG ROAD Primary=9.36 cfs 0.915 af Total Runoff Area = 12.469 ac Runoff Volume = 2.775 af Average Runoff Depth = 2.67" 32.14% Pervious = 4.007 ac 67.86% Impervious = 8.461 ac Proposed Conditions NOAA 24-hr D 10-YR_24hr Rainfall=4.93"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-56.00 hrs, dt=0.01 hrs, 5601 points x 3 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=294,524 sf 65.78% Impervious Runoff Depth=3.02"Subcatchment P1: P1 Tc=7.0 min CN=82 Runoff=22.92 cfs 1.700 af Runoff Area=81,851 sf 65.74% Impervious Runoff Depth=3.60"Subcatchment P2: P2 (DP1*) Tc=6.0 min CN=88 Runoff=7.66 cfs 0.564 af Runoff Area=16,293 sf 100.00% Impervious Runoff Depth=4.69"Subcatchment P3: P3 (HALF BUILD) Tc=6.0 min CN=98 Runoff=1.76 cfs 0.146 af Runoff Area=100,541 sf 97.88% Impervious Runoff Depth=4.69"Subcatchment P4: P4 (REMAIN BUILD Tc=6.0 min CN=98 Runoff=10.86 cfs 0.903 af Runoff Area=42,107 sf 15.02% Impervious Runoff Depth=2.83"Subcatchment P5: P5 Flow Length=210' Slope=0.0203 '/' Tc=42.9 min CN=80 Runoff=1.41 cfs 0.228 af Runoff Area=3,459 sf 0.00% Impervious Runoff Depth=0.47"Subcatchment P6: P6 Tc=6.0 min CN=46 Runoff=0.02 cfs 0.003 af Runoff Area=4,355 sf 0.00% Impervious Runoff Depth=1.26"Subcatchment P7: P7 Flow Length=19' Slope=0.0526 '/' Tc=6.8 min CN=60 Runoff=0.13 cfs 0.011 af Peak Elev=72.19' Storage=13,640 cf Inflow=24.65 cfs 1.846 afPond WQB: WQ BASIN Discarded=6.71 cfs 1.846 af Primary=0.00 cfs 0.000 af Outflow=6.71 cfs 1.846 af Inflow=0.15 cfs 0.014 afLink DP2*: SW Primary=0.15 cfs 0.014 af Inflow=11.35 cfs 1.131 afLink DP3*: NUTMEG ROAD Primary=11.35 cfs 1.131 af Total Runoff Area = 12.469 ac Runoff Volume = 3.554 af Average Runoff Depth = 3.42" 32.14% Pervious = 4.007 ac 67.86% Impervious = 8.461 ac Proposed Conditions NOAA 24-hr D 25-YR_24hr Rainfall=6.06"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 6HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-56.00 hrs, dt=0.01 hrs, 5601 points x 3 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=294,524 sf 65.78% Impervious Runoff Depth=4.04"Subcatchment P1: P1 Tc=7.0 min CN=82 Runoff=30.38 cfs 2.278 af Runoff Area=81,851 sf 65.74% Impervious Runoff Depth=4.68"Subcatchment P2: P2 (DP1*) Tc=6.0 min CN=88 Runoff=9.80 cfs 0.733 af Runoff Area=16,293 sf 100.00% Impervious Runoff Depth=5.82"Subcatchment P3: P3 (HALF BUILD) Tc=6.0 min CN=98 Runoff=2.17 cfs 0.181 af Runoff Area=100,541 sf 97.88% Impervious Runoff Depth=5.82"Subcatchment P4: P4 (REMAIN BUILD Tc=6.0 min CN=98 Runoff=13.37 cfs 1.120 af Runoff Area=42,107 sf 15.02% Impervious Runoff Depth=3.84"Subcatchment P5: P5 Flow Length=210' Slope=0.0203 '/' Tc=42.9 min CN=80 Runoff=1.91 cfs 0.309 af Runoff Area=3,459 sf 0.00% Impervious Runoff Depth=0.89"Subcatchment P6: P6 Tc=6.0 min CN=46 Runoff=0.06 cfs 0.006 af Runoff Area=4,355 sf 0.00% Impervious Runoff Depth=1.96"Subcatchment P7: P7 Flow Length=19' Slope=0.0526 '/' Tc=6.8 min CN=60 Runoff=0.22 cfs 0.016 af Peak Elev=72.33' Storage=22,463 cf Inflow=32.51 cfs 2.459 afPond WQB: WQ BASIN Discarded=6.90 cfs 2.459 af Primary=0.00 cfs 0.000 af Outflow=6.90 cfs 2.459 af Inflow=0.28 cfs 0.022 afLink DP2*: SW Primary=0.28 cfs 0.022 af Inflow=14.07 cfs 1.429 afLink DP3*: NUTMEG ROAD Primary=14.07 cfs 1.429 af Total Runoff Area = 12.469 ac Runoff Volume = 4.643 af Average Runoff Depth = 4.47" 32.14% Pervious = 4.007 ac 67.86% Impervious = 8.461 ac Proposed Conditions NOAA 24-hr D 50-YR_24hr Rainfall=6.90"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 7HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-56.00 hrs, dt=0.01 hrs, 5601 points x 3 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=294,524 sf 65.78% Impervious Runoff Depth=4.82"Subcatchment P1: P1 Tc=7.0 min CN=82 Runoff=35.94 cfs 2.717 af Runoff Area=81,851 sf 65.74% Impervious Runoff Depth=5.50"Subcatchment P2: P2 (DP1*) Tc=6.0 min CN=88 Runoff=11.39 cfs 0.861 af Runoff Area=16,293 sf 100.00% Impervious Runoff Depth=6.66"Subcatchment P3: P3 (HALF BUILD) Tc=6.0 min CN=98 Runoff=2.47 cfs 0.208 af Runoff Area=100,541 sf 97.88% Impervious Runoff Depth=6.66"Subcatchment P4: P4 (REMAIN BUILD Tc=6.0 min CN=98 Runoff=15.24 cfs 1.281 af Runoff Area=42,107 sf 15.02% Impervious Runoff Depth=4.60"Subcatchment P5: P5 Flow Length=210' Slope=0.0203 '/' Tc=42.9 min CN=80 Runoff=2.28 cfs 0.371 af Runoff Area=3,459 sf 0.00% Impervious Runoff Depth=1.27"Subcatchment P6: P6 Tc=6.0 min CN=46 Runoff=0.10 cfs 0.008 af Runoff Area=4,355 sf 0.00% Impervious Runoff Depth=2.53"Subcatchment P7: P7 Flow Length=19' Slope=0.0526 '/' Tc=6.8 min CN=60 Runoff=0.29 cfs 0.021 af Peak Elev=72.43' Storage=29,972 cf Inflow=38.38 cfs 2.925 afPond WQB: WQ BASIN Discarded=7.06 cfs 2.925 af Primary=0.00 cfs 0.000 af Outflow=7.06 cfs 2.925 af Inflow=0.38 cfs 0.030 afLink DP2*: SW Primary=0.38 cfs 0.030 af Inflow=16.10 cfs 1.652 afLink DP3*: NUTMEG ROAD Primary=16.10 cfs 1.652 af Total Runoff Area = 12.469 ac Runoff Volume = 5.467 af Average Runoff Depth = 5.26" 32.14% Pervious = 4.007 ac 67.86% Impervious = 8.461 ac Proposed Conditions NOAA 24-hr D 100-YR_24hr Rainfall=7.82"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 8HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-56.00 hrs, dt=0.01 hrs, 5601 points x 3 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=294,524 sf 65.78% Impervious Runoff Depth=5.69"Subcatchment P1: P1 Tc=7.0 min CN=82 Runoff=42.04 cfs 3.205 af Runoff Area=81,851 sf 65.74% Impervious Runoff Depth=6.39"Subcatchment P2: P2 (DP1*) Tc=6.0 min CN=88 Runoff=13.12 cfs 1.001 af Runoff Area=16,293 sf 100.00% Impervious Runoff Depth=7.58"Subcatchment P3: P3 (HALF BUILD) Tc=6.0 min CN=98 Runoff=2.80 cfs 0.236 af Runoff Area=100,541 sf 97.88% Impervious Runoff Depth=7.58"Subcatchment P4: P4 (REMAIN BUILD Tc=6.0 min CN=98 Runoff=17.28 cfs 1.458 af Runoff Area=42,107 sf 15.02% Impervious Runoff Depth=5.46"Subcatchment P5: P5 Flow Length=210' Slope=0.0203 '/' Tc=42.9 min CN=80 Runoff=2.69 cfs 0.440 af Runoff Area=3,459 sf 0.00% Impervious Runoff Depth=1.74"Subcatchment P6: P6 Tc=6.0 min CN=46 Runoff=0.15 cfs 0.012 af Runoff Area=4,355 sf 0.00% Impervious Runoff Depth=3.20"Subcatchment P7: P7 Flow Length=19' Slope=0.0526 '/' Tc=6.8 min CN=60 Runoff=0.36 cfs 0.027 af Peak Elev=72.55' Storage=38,683 cf Inflow=44.80 cfs 3.442 afPond WQB: WQ BASIN Discarded=7.22 cfs 3.438 af Primary=0.06 cfs 0.004 af Outflow=7.28 cfs 3.442 af Inflow=0.51 cfs 0.038 afLink DP2*: SW Primary=0.51 cfs 0.038 af Inflow=18.32 cfs 1.902 afLink DP3*: NUTMEG ROAD Primary=18.32 cfs 1.902 af Total Runoff Area = 12.469 ac Runoff Volume = 6.378 af Average Runoff Depth = 6.14" 32.14% Pervious = 4.007 ac 67.86% Impervious = 8.461 ac Proposed Conditions NOAA 24-hr D 500-YR_24hr Rainfall=10.90"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 9HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-56.00 hrs, dt=0.01 hrs, 5601 points x 3 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=294,524 sf 65.78% Impervious Runoff Depth=8.65"Subcatchment P1: P1 Tc=7.0 min CN=82 Runoff=62.35 cfs 4.872 af Runoff Area=81,851 sf 65.74% Impervious Runoff Depth=9.42"Subcatchment P2: P2 (DP1*) Tc=6.0 min CN=88 Runoff=18.86 cfs 1.475 af Runoff Area=16,293 sf 100.00% Impervious Runoff Depth=10.66"Subcatchment P3: P3 (HALF BUILD) Tc=6.0 min CN=98 Runoff=3.91 cfs 0.332 af Runoff Area=100,541 sf 97.88% Impervious Runoff Depth=10.66"Subcatchment P4: P4 (REMAIN BUILD Tc=6.0 min CN=98 Runoff=24.11 cfs 2.050 af Runoff Area=42,107 sf 15.02% Impervious Runoff Depth=8.38"Subcatchment P5: P5 Flow Length=210' Slope=0.0203 '/' Tc=42.9 min CN=80 Runoff=4.07 cfs 0.675 af Runoff Area=3,459 sf 0.00% Impervious Runoff Depth=3.60"Subcatchment P6: P6 Tc=6.0 min CN=46 Runoff=0.33 cfs 0.024 af Runoff Area=4,355 sf 0.00% Impervious Runoff Depth=5.64"Subcatchment P7: P7 Flow Length=19' Slope=0.0526 '/' Tc=6.8 min CN=60 Runoff=0.64 cfs 0.047 af Peak Elev=72.91' Storage=70,444 cf Inflow=66.21 cfs 5.204 afPond WQB: WQ BASIN Discarded=7.73 cfs 5.093 af Primary=0.69 cfs 0.111 af Outflow=8.43 cfs 5.204 af Inflow=0.97 cfs 0.071 afLink DP2*: SW Primary=0.97 cfs 0.071 af Inflow=25.80 cfs 2.836 afLink DP3*: NUTMEG ROAD Primary=25.80 cfs 2.836 af Total Runoff Area = 12.469 ac Runoff Volume = 9.475 af Average Runoff Depth = 9.12" 32.14% Pervious = 4.007 ac 67.86% Impervious = 8.461 ac Proposed Conditions NOAA 24-hr D 2-YR_24hr Rainfall=3.10"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 10HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P1: P1 Runoff = 11.19 cfs @ 12.14 hrs, Volume= 0.822 af, Depth= 1.46" Routed to Pond WQB : WQ BASIN Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-56.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-YR_24hr Rainfall=3.10" Area (sf) CN Description 32,715 39 >75% Grass cover, Good, HSG A 37,209 61 >75% Grass cover, Good, HSG B 1,549 80 >75% Grass cover, Good, HSG D * 193,741 98 Impervious 2,071 30 Woods, Good, HSG A 27,239 55 Woods, Good, HSG B 294,524 82 Weighted Average 100,783 34.22% Pervious Area 193,741 65.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P1: P1 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 2-YR_24hr Rainfall=3.10" Runoff Area=294,524 sf Runoff Volume=0.822 af Runoff Depth=1.46" Tc=7.0 min CN=82 11.19 cfs Proposed Conditions NOAA 24-hr D 2-YR_24hr Rainfall=3.10"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 11HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P2: P2 (DP1*) Runoff = 4.18 cfs @ 12.13 hrs, Volume= 0.299 af, Depth= 1.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-56.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-YR_24hr Rainfall=3.10" Area (sf) CN Description 675 61 >75% Grass cover, Good, HSG B 8,363 80 >75% Grass cover, Good, HSG D * 53,808 98 Impervious 11,050 55 Woods, Good, HSG B 7,955 77 Woods, Good, HSG D 81,851 88 Weighted Average 28,043 34.26% Pervious Area 53,808 65.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P2: P2 (DP1*) Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 NOAA 24-hr D 2-YR_24hr Rainfall=3.10" Runoff Area=81,851 sf Runoff Volume=0.299 af Runoff Depth=1.91" Tc=6.0 min CN=88 4.18 cfs Proposed Conditions NOAA 24-hr D 2-YR_24hr Rainfall=3.10"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 12HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P3: P3 (HALF BUILD) Runoff = 1.10 cfs @ 12.13 hrs, Volume= 0.089 af, Depth= 2.87" Routed to Pond WQB : WQ BASIN Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-56.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-YR_24hr Rainfall=3.10" Area (sf) CN Description * 16,293 98 Impervious 16,293 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P3: P3 (HALF BUILD) Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 2-YR_24hr Rainfall=3.10" Runoff Area=16,293 sf Runoff Volume=0.089 af Runoff Depth=2.87" Tc=6.0 min CN=98 1.10 cfs Proposed Conditions NOAA 24-hr D 2-YR_24hr Rainfall=3.10"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 13HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P4: P4 (REMAIN BUILD AND PVMT) Runoff = 6.78 cfs @ 12.13 hrs, Volume= 0.552 af, Depth= 2.87" Routed to Link DP3* : NUTMEG ROAD Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-56.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-YR_24hr Rainfall=3.10" Area (sf) CN Description 2,129 80 >75% Grass cover, Good, HSG D * 98,412 98 Impervious 100,541 98 Weighted Average 2,129 2.12% Pervious Area 98,412 97.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P4: P4 (REMAIN BUILD AND PVMT) Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 NOAA 24-hr D 2-YR_24hr Rainfall=3.10" Runoff Area=100,541 sf Runoff Volume=0.552 af Runoff Depth=2.87" Tc=6.0 min CN=98 6.78 cfs Proposed Conditions NOAA 24-hr D 2-YR_24hr Rainfall=3.10"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 14HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P5: P5 Runoff = 0.65 cfs @ 12.63 hrs, Volume= 0.107 af, Depth= 1.33" Routed to Link DP3* : NUTMEG ROAD Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-56.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-YR_24hr Rainfall=3.10" Area (sf) CN Description 1,585 39 >75% Grass cover, Good, HSG A 337 61 >75% Grass cover, Good, HSG B 15,621 80 >75% Grass cover, Good, HSG D * 6,325 98 Impervious 4,071 73 Brush, Good, HSG D 13,129 79 Woods/grass comb., Good, HSG D 391 55 Woods, Good, HSG B 648 77 Woods, Good, HSG D 42,107 80 Weighted Average 35,782 84.98% Pervious Area 6,325 15.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 37.8 100 0.0203 0.04 Sheet Flow, <100ft Flow Woods: Dense underbrush n= 0.800 P2= 3.10" 5.1 110 0.0203 0.36 Shallow Concentrated Flow, Shallow Concentrated Flow Forest w/Heavy Litter Kv= 2.5 fps 42.9 210 Total Proposed Conditions NOAA 24-hr D 2-YR_24hr Rainfall=3.10"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 15HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5: P5 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (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_24hr Rainfall=3.10" Runoff Area=42,107 sf Runoff Volume=0.107 af Runoff Depth=1.33" Flow Length=210' Slope=0.0203 '/' Tc=42.9 min CN=80 0.65 cfs Proposed Conditions NOAA 24-hr D 2-YR_24hr Rainfall=3.10"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 16HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P6: P6 Runoff = 0.00 cfs @ 16.74 hrs, Volume= 0.000 af, Depth= 0.05" Routed to Link DP2* : SW Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-56.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-YR_24hr Rainfall=3.10" Area (sf) CN Description 92 39 >75% Grass cover, Good, HSG A 270 61 >75% Grass cover, Good, HSG B 1,216 30 Woods, Good, HSG A 1,881 55 Woods, Good, HSG B 3,459 46 Weighted Average 3,459 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P6: P6 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 0 0 NOAA 24-hr D 2-YR_24hr Rainfall=3.10" Runoff Area=3,459 sf Runoff Volume=0.000 af Runoff Depth=0.05" Tc=6.0 min CN=46 0.00 cfs Proposed Conditions NOAA 24-hr D 2-YR_24hr Rainfall=3.10"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 17HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P7: P7 Runoff = 0.03 cfs @ 12.16 hrs, Volume= 0.003 af, Depth= 0.37" Routed to Link DP2* : SW Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-56.00 hrs, dt= 0.01 hrs NOAA 24-hr D 2-YR_24hr Rainfall=3.10" Area (sf) CN Description 1,631 61 >75% Grass cover, Good, HSG B 57 30 Woods, Good, HSG A 2,667 60 Woods, Fair, HSG B 4,355 60 Weighted Average 4,355 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 19 0.0526 0.05 Sheet Flow, <100ft Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.10" Subcatchment P7: P7 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)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 2-YR_24hr Rainfall=3.10" Runoff Area=4,355 sf Runoff Volume=0.003 af Runoff Depth=0.37" Flow Length=19' Slope=0.0526 '/' Tc=6.8 min CN=60 0.03 cfs Proposed Conditions NOAA 24-hr D 2-YR_24hr Rainfall=3.10"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 18HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond WQB: WQ BASIN Inflow Area = 7.135 ac, 67.57% Impervious, Inflow Depth = 1.53" for 2-YR_24hr event Inflow = 12.26 cfs @ 12.14 hrs, Volume= 0.911 af Outflow = 6.34 cfs @ 12.26 hrs, Volume= 0.911 af, Atten= 48%, Lag= 6.8 min Discarded = 6.34 cfs @ 12.26 hrs, Volume= 0.911 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link DP3* : NUTMEG ROAD Routing by Dyn-Stor-Ind method, Time Span= 0.00-56.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 71.97' @ 12.26 hrs Surf.Area= 18,248 sf Storage= 2,959 cf Plug-Flow detention time= 1.8 min calculated for 0.911 af (100% of inflow) Center-of-Mass det. time= 1.8 min ( 842.4 - 840.6 ) Volume Invert Avail.Storage Storage Description #1 71.80' 24,110 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 72.00' 55,562 cf Custom Stage Data (Prismatic) Listed below (Recalc) -Impervious 79,672 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 71.80 16,584 0 0 72.00 18,543 3,513 3,513 73.00 22,651 20,597 24,110 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 72.00 30,612 0 0 73.00 80,512 55,562 55,562 Device Routing Invert Outlet Devices #1 Discarded 71.80'15.000 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 72.40'12.0" Round Culvert L= 115.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 72.40' / 71.92' S= 0.0042 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf Discarded OutFlow Max=6.34 cfs @ 12.26 hrs HW=71.97' (Free Discharge) 1=Exfiltration (Exfiltration Controls 6.34 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=71.80' TW=0.00' (Dynamic Tailwater) 2=Culvert ( Controls 0.00 cfs) Proposed Conditions NOAA 24-hr D 2-YR_24hr Rainfall=3.10"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 19HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond WQB: WQ BASIN Inflow Outflow Discarded Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.135 ac Peak Elev=71.97' Storage=2,959 cf 12.26 cfs 6.34 cfs6.34 cfs 0.00 cfs Proposed Conditions NOAA 24-hr D 2-YR_24hr Rainfall=3.10"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 20HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP2*: SW Inflow Area = 0.179 ac, 0.00% Impervious, Inflow Depth = 0.23" for 2-YR_24hr event Inflow = 0.03 cfs @ 12.16 hrs, Volume= 0.003 af Primary = 0.03 cfs @ 12.16 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-56.00 hrs, dt= 0.01 hrs Link DP2*: SW Inflow Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)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 Inflow Area=0.179 ac 0.03 cfs0.03 cfs Proposed Conditions NOAA 24-hr D 2-YR_24hr Rainfall=3.10"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 21HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP3*: NUTMEG ROAD Inflow Area = 10.410 ac, 69.41% Impervious, Inflow Depth = 0.76" for 2-YR_24hr event Inflow = 6.97 cfs @ 12.13 hrs, Volume= 0.658 af Primary = 6.97 cfs @ 12.13 hrs, Volume= 0.658 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-56.00 hrs, dt= 0.01 hrs Link DP3*: NUTMEG ROAD Inflow Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=10.410 ac 6.97 cfs6.97 cfs Proposed Conditions NOAA 24-hr D 10-YR_24hr Rainfall=4.93"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 22HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)25 24 23 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 10-YR_24hr Rainfall=4.93" Runoff Area=294,524 sf Runoff Volume=1.700 af Runoff Depth=3.02" Tc=7.0 min CN=82 22.92 cfs Subcatchment P2: P2 (DP1*) Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)8 7 6 5 4 3 2 1 0 NOAA 24-hr D 10-YR_24hr Rainfall=4.93" Runoff Area=81,851 sf Runoff Volume=0.564 af Runoff Depth=3.60" Tc=6.0 min CN=88 7.66 cfs Proposed Conditions NOAA 24-hr D 10-YR_24hr Rainfall=4.93"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 23HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: P3 (HALF BUILD) Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 10-YR_24hr Rainfall=4.93" Runoff Area=16,293 sf Runoff Volume=0.146 af Runoff Depth=4.69" Tc=6.0 min CN=98 1.76 cfs Subcatchment P4: P4 (REMAIN BUILD AND PVMT) Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 10-YR_24hr Rainfall=4.93" Runoff Area=100,541 sf Runoff Volume=0.903 af Runoff Depth=4.69" Tc=6.0 min CN=98 10.86 cfs Proposed Conditions NOAA 24-hr D 10-YR_24hr Rainfall=4.93"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 24HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5: P5 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)1 0 NOAA 24-hr D 10-YR_24hr Rainfall=4.93" Runoff Area=42,107 sf Runoff Volume=0.228 af Runoff Depth=2.83" Flow Length=210' Slope=0.0203 '/' Tc=42.9 min CN=80 1.41 cfs Subcatchment P6: P6 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)0.02 0.019 0.018 0.017 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 10-YR_24hr Rainfall=4.93" Runoff Area=3,459 sf Runoff Volume=0.003 af Runoff Depth=0.47" Tc=6.0 min CN=46 0.02 cfs Proposed Conditions NOAA 24-hr D 10-YR_24hr Rainfall=4.93"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 25HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P7: P7 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (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 10-YR_24hr Rainfall=4.93" Runoff Area=4,355 sf Runoff Volume=0.011 af Runoff Depth=1.26" Flow Length=19' Slope=0.0526 '/' Tc=6.8 min CN=60 0.13 cfs Pond WQB: WQ BASIN Inflow Outflow Discarded Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=7.135 ac Peak Elev=72.19' Storage=13,640 cf 24.65 cfs 6.71 cfs6.71 cfs 0.00 cfs Proposed Conditions NOAA 24-hr D 10-YR_24hr Rainfall=4.93"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 26HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP2*: SW Inflow Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)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 Inflow Area=0.179 ac 0.15 cfs0.15 cfs Link DP3*: NUTMEG ROAD Inflow Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=10.410 ac 11.35 cfs11.35 cfs Proposed Conditions NOAA 24-hr D 25-YR_24hr Rainfall=6.06"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 27HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 NOAA 24-hr D 25-YR_24hr Rainfall=6.06" Runoff Area=294,524 sf Runoff Volume=2.278 af Runoff Depth=4.04" Tc=7.0 min CN=82 30.38 cfs Subcatchment P2: P2 (DP1*) Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 25-YR_24hr Rainfall=6.06" Runoff Area=81,851 sf Runoff Volume=0.733 af Runoff Depth=4.68" Tc=6.0 min CN=88 9.80 cfs Proposed Conditions NOAA 24-hr D 25-YR_24hr Rainfall=6.06"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 28HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: P3 (HALF BUILD) Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 NOAA 24-hr D 25-YR_24hr Rainfall=6.06" Runoff Area=16,293 sf Runoff Volume=0.181 af Runoff Depth=5.82" Tc=6.0 min CN=98 2.17 cfs Subcatchment P4: P4 (REMAIN BUILD AND PVMT) Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 25-YR_24hr Rainfall=6.06" Runoff Area=100,541 sf Runoff Volume=1.120 af Runoff Depth=5.82" Tc=6.0 min CN=98 13.37 cfs Proposed Conditions NOAA 24-hr D 25-YR_24hr Rainfall=6.06"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 29HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5: P5 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 NOAA 24-hr D 25-YR_24hr Rainfall=6.06" Runoff Area=42,107 sf Runoff Volume=0.309 af Runoff Depth=3.84" Flow Length=210' Slope=0.0203 '/' Tc=42.9 min CN=80 1.91 cfs Subcatchment P6: P6 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (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_24hr Rainfall=6.06" Runoff Area=3,459 sf Runoff Volume=0.006 af Runoff Depth=0.89" Tc=6.0 min CN=46 0.06 cfs Proposed Conditions NOAA 24-hr D 25-YR_24hr Rainfall=6.06"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 30HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P7: P7 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)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 25-YR_24hr Rainfall=6.06" Runoff Area=4,355 sf Runoff Volume=0.016 af Runoff Depth=1.96" Flow Length=19' Slope=0.0526 '/' Tc=6.8 min CN=60 0.22 cfs Pond WQB: WQ BASIN Inflow Outflow Discarded Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=7.135 ac Peak Elev=72.33' Storage=22,463 cf 32.51 cfs 6.90 cfs6.90 cfs 0.00 cfs Proposed Conditions NOAA 24-hr D 25-YR_24hr Rainfall=6.06"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 31HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP2*: SW Inflow Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (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=0.179 ac 0.28 cfs0.28 cfs Link DP3*: NUTMEG ROAD Inflow Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=10.410 ac 14.07 cfs14.07 cfs Proposed Conditions NOAA 24-hr D 50-YR_24hr Rainfall=6.90"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 32HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 NOAA 24-hr D 50-YR_24hr Rainfall=6.90" Runoff Area=294,524 sf Runoff Volume=2.717 af Runoff Depth=4.82" Tc=7.0 min CN=82 35.94 cfs Subcatchment P2: P2 (DP1*) Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 50-YR_24hr Rainfall=6.90" Runoff Area=81,851 sf Runoff Volume=0.861 af Runoff Depth=5.50" Tc=6.0 min CN=88 11.39 cfs Proposed Conditions NOAA 24-hr D 50-YR_24hr Rainfall=6.90"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 33HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: P3 (HALF BUILD) Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 NOAA 24-hr D 50-YR_24hr Rainfall=6.90" Runoff Area=16,293 sf Runoff Volume=0.208 af Runoff Depth=6.66" Tc=6.0 min CN=98 2.47 cfs Subcatchment P4: P4 (REMAIN BUILD AND PVMT) Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (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_24hr Rainfall=6.90" Runoff Area=100,541 sf Runoff Volume=1.281 af Runoff Depth=6.66" Tc=6.0 min CN=98 15.24 cfs Proposed Conditions NOAA 24-hr D 50-YR_24hr Rainfall=6.90"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 34HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5: P5 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 NOAA 24-hr D 50-YR_24hr Rainfall=6.90" Runoff Area=42,107 sf Runoff Volume=0.371 af Runoff Depth=4.60" Flow Length=210' Slope=0.0203 '/' Tc=42.9 min CN=80 2.28 cfs Subcatchment P6: P6 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)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 50-YR_24hr Rainfall=6.90" Runoff Area=3,459 sf Runoff Volume=0.008 af Runoff Depth=1.27" Tc=6.0 min CN=46 0.10 cfs Proposed Conditions NOAA 24-hr D 50-YR_24hr Rainfall=6.90"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 35HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P7: P7 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (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 NOAA 24-hr D 50-YR_24hr Rainfall=6.90" Runoff Area=4,355 sf Runoff Volume=0.021 af Runoff Depth=2.53" Flow Length=19' Slope=0.0526 '/' Tc=6.8 min CN=60 0.29 cfs Pond WQB: WQ BASIN Inflow Outflow Discarded Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=7.135 ac Peak Elev=72.43' Storage=29,972 cf 38.38 cfs 7.06 cfs7.06 cfs 0.00 cfs Proposed Conditions NOAA 24-hr D 50-YR_24hr Rainfall=6.90"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 36HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP2*: SW Inflow Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (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 Inflow Area=0.179 ac 0.38 cfs0.38 cfs Link DP3*: NUTMEG ROAD Inflow Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=10.410 ac 16.10 cfs16.10 cfs Proposed Conditions NOAA 24-hr D 100-YR_24hr Rainfall=7.82"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 37HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 NOAA 24-hr D 100-YR_24hr Rainfall=7.82" Runoff Area=294,524 sf Runoff Volume=3.205 af Runoff Depth=5.69" Tc=7.0 min CN=82 42.04 cfs Subcatchment P2: P2 (DP1*) Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 100-YR_24hr Rainfall=7.82" Runoff Area=81,851 sf Runoff Volume=1.001 af Runoff Depth=6.39" Tc=6.0 min CN=88 13.12 cfs Proposed Conditions NOAA 24-hr D 100-YR_24hr Rainfall=7.82"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 38HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: P3 (HALF BUILD) Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 NOAA 24-hr D 100-YR_24hr Rainfall=7.82" Runoff Area=16,293 sf Runoff Volume=0.236 af Runoff Depth=7.58" Tc=6.0 min CN=98 2.80 cfs Subcatchment P4: P4 (REMAIN BUILD AND PVMT) Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)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_24hr Rainfall=7.82" Runoff Area=100,541 sf Runoff Volume=1.458 af Runoff Depth=7.58" Tc=6.0 min CN=98 17.28 cfs Proposed Conditions NOAA 24-hr D 100-YR_24hr Rainfall=7.82"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 39HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5: P5 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 NOAA 24-hr D 100-YR_24hr Rainfall=7.82" Runoff Area=42,107 sf Runoff Volume=0.440 af Runoff Depth=5.46" Flow Length=210' Slope=0.0203 '/' Tc=42.9 min CN=80 2.69 cfs Subcatchment P6: P6 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)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 100-YR_24hr Rainfall=7.82" Runoff Area=3,459 sf Runoff Volume=0.012 af Runoff Depth=1.74" Tc=6.0 min CN=46 0.15 cfs Proposed Conditions NOAA 24-hr D 100-YR_24hr Rainfall=7.82"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 40HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P7: P7 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (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 100-YR_24hr Rainfall=7.82" Runoff Area=4,355 sf Runoff Volume=0.027 af Runoff Depth=3.20" Flow Length=19' Slope=0.0526 '/' Tc=6.8 min CN=60 0.36 cfs Pond WQB: WQ BASIN Inflow Outflow Discarded Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=7.135 ac Peak Elev=72.55' Storage=38,683 cf 44.80 cfs 7.28 cfs7.22 cfs 0.06 cfs Proposed Conditions NOAA 24-hr D 100-YR_24hr Rainfall=7.82"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 41HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP2*: SW Inflow Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (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=0.179 ac 0.51 cfs0.51 cfs Link DP3*: NUTMEG ROAD Inflow Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=10.410 ac 18.32 cfs18.32 cfs Proposed Conditions NOAA 24-hr D 500-YR_24hr Rainfall=10.90"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 42HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)65 60 55 50 45 40 35 30 25 20 15 10 5 0 NOAA 24-hr D 500-YR_24hr Rainfall=10.90" Runoff Area=294,524 sf Runoff Volume=4.872 af Runoff Depth=8.65" Tc=7.0 min CN=82 62.35 cfs Subcatchment P2: P2 (DP1*) Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)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 500-YR_24hr Rainfall=10.90" Runoff Area=81,851 sf Runoff Volume=1.475 af Runoff Depth=9.42" Tc=6.0 min CN=88 18.86 cfs Proposed Conditions NOAA 24-hr D 500-YR_24hr Rainfall=10.90"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 43HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: P3 (HALF BUILD) Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 NOAA 24-hr D 500-YR_24hr Rainfall=10.90" Runoff Area=16,293 sf Runoff Volume=0.332 af Runoff Depth=10.66" Tc=6.0 min CN=98 3.91 cfs Subcatchment P4: P4 (REMAIN BUILD AND PVMT) Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)27 26 25 24 23 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 500-YR_24hr Rainfall=10.90" Runoff Area=100,541 sf Runoff Volume=2.050 af Runoff Depth=10.66" Tc=6.0 min CN=98 24.11 cfs Proposed Conditions NOAA 24-hr D 500-YR_24hr Rainfall=10.90"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 44HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5: P5 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 NOAA 24-hr D 500-YR_24hr Rainfall=10.90" Runoff Area=42,107 sf Runoff Volume=0.675 af Runoff Depth=8.38" Flow Length=210' Slope=0.0203 '/' Tc=42.9 min CN=80 4.07 cfs Subcatchment P6: P6 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (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 500-YR_24hr Rainfall=10.90" Runoff Area=3,459 sf Runoff Volume=0.024 af Runoff Depth=3.60" Tc=6.0 min CN=46 0.33 cfs Proposed Conditions NOAA 24-hr D 500-YR_24hr Rainfall=10.90"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 45HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P7: P7 Runoff Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (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 500-YR_24hr Rainfall=10.90" Runoff Area=4,355 sf Runoff Volume=0.047 af Runoff Depth=5.64" Flow Length=19' Slope=0.0526 '/' Tc=6.8 min CN=60 0.64 cfs Pond WQB: WQ BASIN Inflow Outflow Discarded Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=7.135 ac Peak Elev=72.91' Storage=70,444 cf 66.21 cfs 8.43 cfs7.73 cfs 0.69 cfs Proposed Conditions NOAA 24-hr D 500-YR_24hr Rainfall=10.90"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 46HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP2*: SW Inflow Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=0.179 ac 0.97 cfs0.97 cfs Link DP3*: NUTMEG ROAD Inflow Primary Hydrograph Time (hours) 56545250484644424038363432302826242220181614121086420Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=10.410 ac 25.80 cfs25.80 cfs Proposed Conditions NOAA 24-hr D 100-YR_24hr Rainfall=7.82"5215 - HydroCAD Printed 2/24/2025Prepared by {enter your company name here} Page 47HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond WQB: WQ BASIN Inflow Area = 7.135 ac, 67.57% Impervious, Inflow Depth = 5.79" for 100-YR_24hr event Inflow = 44.80 cfs @ 12.14 hrs, Volume= 3.442 af Outflow = 7.28 cfs @ 12.65 hrs, Volume= 3.442 af, Atten= 84%, Lag= 30.5 min Discarded = 7.22 cfs @ 12.65 hrs, Volume= 3.438 af Primary = 0.06 cfs @ 12.65 hrs, Volume= 0.004 af Routed to Link DP3* : NUTMEG ROAD Routing by Dyn-Stor-Ind method, Time Span= 0.00-56.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 72.55' @ 12.65 hrs Surf.Area= 20,801 sf Storage= 38,683 cf Plug-Flow detention time= 33.4 min calculated for 3.442 af (100% of inflow) Center-of-Mass det. time= 33.4 min ( 835.3 - 801.9 ) Volume Invert Avail.Storage Storage Description #1 71.80' 24,110 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 72.00' 55,562 cf Custom Stage Data (Prismatic) Listed below (Recalc) -Impervious 79,672 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 71.80 16,584 0 0 72.00 18,543 3,513 3,513 73.00 22,651 20,597 24,110 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 72.00 30,612 0 0 73.00 80,512 55,562 55,562 Device Routing Invert Outlet Devices #1 Discarded 71.80'15.000 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 72.40'12.0" Round Culvert L= 115.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 72.40' / 71.92' S= 0.0042 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.79 sf Discarded OutFlow Max=7.22 cfs @ 12.65 hrs HW=72.55' (Free Discharge) 1=Exfiltration (Exfiltration Controls 7.22 cfs) Primary OutFlow Max=0.06 cfs @ 12.65 hrs HW=72.55' TW=0.00' (Dynamic Tailwater) 2=Culvert (Barrel Controls 0.06 cfs @ 1.26 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 January 30, 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 23A—Sudbury sandy loam, 0 to 5 percent slopes......................................11 36A—Windsor loamy sand, 0 to 3 percent slopes......................................13 306—Udorthents-Urban land complex........................................................14 307—Urban land.........................................................................................15 Soil Information for All Uses...............................................................................17 Soil Properties and Qualities..............................................................................17 Soil Qualities and Features.............................................................................17 Hydrologic Soil Group.................................................................................17 References............................................................................................................22 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 463408046341504634220463429046343604634430463408046341504634220463429046343604634430698860 698930 699000 699070 699140 699210 699280 699350 699420 699490 698860 698930 699000 699070 699140 699210 699280 699350 699420 699490 41° 50' 13'' N 72° 36' 18'' W41° 50' 13'' N72° 35' 50'' W41° 49' 59'' N 72° 36' 18'' W41° 49' 59'' N 72° 35' 50'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 100 200 400 600 Feet 0 40 80 160 240 Meters Map Scale: 1:2,990 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 0.0 0.0% 23A Sudbury sandy loam, 0 to 5 percent slopes 3.9 18.8% 36A Windsor loamy sand, 0 to 3 percent slopes 3.5 16.8% 306 Udorthents-Urban land complex 6.7 32.3% 307 Urban land 6.6 32.1% Totals for Area of Interest 20.7 100.0% 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. Custom Soil Resource Report 8 The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 9 State of Connecticut, 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 23A—Sudbury sandy loam, 0 to 5 percent slopes Map Unit Setting National map unit symbol: 9lkv Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Sudbury and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Sudbury Setting Landform:Outwash plains, terraces Down-slope shape:Concave Across-slope shape:Linear Parent material:Sandy and gravelly glaciofluvial deposits derived from granite and/or schist and/or gneiss Typical profile Oe - 0 to 1 inches: moderately decomposed plant material A - 1 to 5 inches: sandy loam Bw1 - 5 to 17 inches: gravelly sandy loam Bw2 - 17 to 25 inches: sandy loam 2C - 25 to 60 inches: stratified gravel to sand Custom Soil Resource Report 11 Properties and qualities Slope:0 to 5 percent Depth to restrictive feature:More than 80 inches Drainage class:Moderately well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat):High (1.98 to 5.95 in/hr) Depth to water table:About 17 to 36 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Low (about 4.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: A/D Ecological site: F144AY027MA - Moist Sandy Outwash Hydric soil rating: No Minor Components Agawam Percent of map unit:5 percent Landform:Outwash plains, terraces Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Merrimac Percent of map unit:5 percent Landform:Kames, outwash plains, terraces Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Ninigret Percent of map unit:5 percent Landform:Outwash plains, terraces Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Tisbury Percent of map unit:3 percent Landform:Terraces, outwash plains Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Walpole Percent of map unit:2 percent Landform:Depressions on terraces, drainageways on terraces Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Custom Soil Resource Report 12 36A—Windsor loamy sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2svkg Elevation: 0 to 990 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Windsor, loamy sand, and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Windsor, Loamy Sand Setting Landform:Outwash plains, dunes, deltas, outwash terraces Landform position (three-dimensional):Tread, riser Down-slope shape:Linear, convex Across-slope shape:Linear, convex Parent material:Loose sandy glaciofluvial deposits derived from granite and/or loose sandy glaciofluvial deposits derived from schist and/or loose sandy glaciofluvial deposits derived from gneiss Typical profile O - 0 to 1 inches: moderately decomposed plant material A - 1 to 3 inches: loamy sand Bw - 3 to 25 inches: loamy sand C - 25 to 65 inches: sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 3.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Ecological site: F144AY022MA - Dry Outwash Custom Soil Resource Report 13 Hydric soil rating: No Minor Components Deerfield, loamy sand Percent of map unit:10 percent Landform:Deltas, outwash plains, terraces Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread, talf Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Hinckley, loamy sand Percent of map unit:5 percent Landform:Outwash plains, eskers, kames, deltas Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Nose slope, side slope, crest, head slope, rise Down-slope shape:Convex Across-slope shape:Linear, convex Hydric soil rating: No 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 Custom Soil Resource Report 14 Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Very low to high (0.00 to 1.98 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Hydric soil rating: No Description of Urban Land Typical profile M - 0 to 6 inches: cemented material Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydrologic Soil Group: D Hydric soil rating: Unranked 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 307—Urban land Map Unit Setting National map unit symbol: 9lmh Elevation: 0 to 2,000 feet Mean annual precipitation: 43 to 56 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 120 to 185 days Farmland classification: Not prime farmland Custom Soil Resource Report 15 Map Unit Composition Urban land:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Urban Land Typical profile H - 0 to 6 inches: material Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydrologic Soil Group: D Hydric soil rating: Unranked Minor Components Unnamed, undisturbed soils Percent of map unit:10 percent Hydric soil rating: No Udorthents, wet substratum Percent of map unit:10 percent Down-slope shape:Convex Across-slope shape:Linear Hydric soil rating: No Custom Soil Resource Report 16 Soil Information for All Uses Soil Properties and Qualities The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table for the soil map units in the selected area of interest. A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components. This aggregation process is defined for each property or quality. Soil Qualities and Features Soil qualities are behavior and performance attributes that are not directly measured, but are inferred from observations of dynamic conditions and from soil properties. Example soil qualities include natural drainage, and frost action. Soil features are attributes that are not directly part of the soil. Example soil features include slope and depth to restrictive layer. These features can greatly impact the use and management of the soil. Hydrologic Soil Group Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. 17 Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Custom Soil Resource Report 18 19 Custom Soil Resource Report Map—Hydrologic Soil Group 463408046341504634220463429046343604634430463408046341504634220463429046343604634430698860 698930 699000 699070 699140 699210 699280 699350 699420 699490 698860 698930 699000 699070 699140 699210 699280 699350 699420 699490 41° 50' 13'' N 72° 36' 18'' W41° 50' 13'' N72° 35' 50'' W41° 49' 59'' N 72° 36' 18'' W41° 49' 59'' N 72° 35' 50'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 100 200 400 600 Feet 0 40 80 160 240 Meters Map Scale: 1:2,990 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 20 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 0.0 0.0% 23A Sudbury sandy loam, 0 to 5 percent slopes A/D 3.9 18.8% 36A Windsor loamy sand, 0 to 3 percent slopes A 3.5 16.8% 306 Udorthents-Urban land complex B 6.7 32.3% 307 Urban land D 6.6 32.1% Totals for Area of Interest 20.7 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 21 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 22 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 23 APPENDIX D NOAA Atlas 14 Precipitation NOAA Atlas 14, Volume 10, Version 3 Location name: South Windsor, Connecticut, USA* Latitude: 41.8262°, Longitude: -72.6047° Elevation: 69 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sandra Pavlovic, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Orlan Wilhite NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.336 (0.262‑0.432) 0.408 (0.317‑0.524) 0.524 (0.406‑0.676) 0.621 (0.478‑0.806) 0.753 (0.562‑1.02) 0.853 (0.624‑1.18) 0.958 (0.680‑1.38) 1.08 (0.724‑1.59) 1.24 (0.807‑1.91) 1.38 (0.876‑2.16) 10-min 0.477 (0.371‑0.612) 0.577 (0.449‑0.742) 0.742 (0.575‑0.956) 0.879 (0.677‑1.14) 1.07 (0.796‑1.45) 1.21 (0.884‑1.68) 1.36 (0.964‑1.96) 1.52 (1.03‑2.25) 1.76 (1.14‑2.70) 1.96 (1.24‑3.06) 15-min 0.561 (0.436‑0.720) 0.679 (0.528‑0.873) 0.873 (0.676‑1.13) 1.03 (0.796‑1.34) 1.26 (0.936‑1.70) 1.42 (1.04‑1.97) 1.60 (1.13‑2.30) 1.79 (1.21‑2.65) 2.08 (1.34‑3.18) 2.31 (1.46‑3.60) 30-min 0.751 (0.585‑0.964) 0.913 (0.710‑1.17) 1.18 (0.912‑1.52) 1.40 (1.08‑1.81) 1.70 (1.27‑2.31) 1.93 (1.41‑2.67) 2.16 (1.54‑3.12) 2.43 (1.64‑3.59) 2.82 (1.82‑4.31) 3.13 (1.98‑4.89) 60-min 0.942 (0.733‑1.21) 1.15 (0.892‑1.47) 1.48 (1.15‑1.91) 1.76 (1.36‑2.28) 2.14 (1.60‑2.91) 2.43 (1.78‑3.38) 2.73 (1.94‑3.94) 3.07 (2.07‑4.54) 3.56 (2.30‑5.44) 3.95 (2.50‑6.18) 2-hr 1.22 (0.955‑1.56) 1.48 (1.16‑1.89) 1.90 (1.48‑2.43) 2.25 (1.74‑2.90) 2.72 (2.05‑3.69) 3.08 (2.27‑4.27) 3.46 (2.49‑5.00) 3.91 (2.64‑5.74) 4.58 (2.98‑6.97) 5.14 (3.27‑7.99) 3-hr 1.41 (1.10‑1.79) 1.70 (1.33‑2.16) 2.18 (1.70‑2.79) 2.58 (2.01‑3.32) 3.13 (2.36‑4.23) 3.54 (2.62‑4.89) 3.98 (2.87‑5.74) 4.51 (3.05‑6.59) 5.31 (3.46‑8.05) 5.99 (3.81‑9.27) 6-hr 1.76 (1.39‑2.22) 2.14 (1.69‑2.70) 2.75 (2.16‑3.49) 3.26 (2.55‑4.16) 3.96 (3.01‑5.33) 4.48 (3.34‑6.17) 5.04 (3.67‑7.26) 5.74 (3.90‑8.34) 6.81 (4.45‑10.3) 7.74 (4.94‑11.9) 12-hr 2.14 (1.70‑2.69) 2.63 (2.08‑3.30) 3.42 (2.70‑4.31) 4.07 (3.20‑5.17) 4.98 (3.80‑6.66) 5.64 (4.23‑7.74) 6.37 (4.66‑9.13) 7.27 (4.96‑10.5) 8.68 (5.68‑13.0) 9.90 (6.34‑15.1) 24-hr 2.50 (2.00‑3.12) 3.10 (2.48‑3.88) 4.10 (3.26‑5.14) 4.93 (3.90‑6.22) 6.06 (4.66‑8.08) 6.90 (5.21‑9.43) 7.82 (5.77‑11.2) 8.99 (6.15‑12.9) 10.9 (7.13‑16.2) 12.5 (8.02‑19.0) 2-day 2.81 (2.26‑3.49) 3.55 (2.85‑4.41) 4.76 (3.81‑5.93) 5.76 (4.58‑7.23) 7.14 (5.53‑9.50) 8.14 (6.20‑11.1) 9.27 (6.92‑13.3) 10.8 (7.38‑15.4) 13.2 (8.71‑19.6) 15.4 (9.93‑23.2) 3-day 3.06 (2.47‑3.78) 3.87 (3.12‑4.80) 5.20 (4.18‑6.46) 6.30 (5.03‑7.88) 7.82 (6.08‑10.4) 8.92 (6.82‑12.2) 10.2 (7.62‑14.6) 11.8 (8.12‑16.8) 14.6 (9.62‑21.5) 17.1 (11.0‑25.6) 4-day 3.28 (2.66‑4.05) 4.15 (3.35‑5.12) 5.57 (4.48‑6.90) 6.74 (5.39‑8.40) 8.36 (6.51‑11.0) 9.53 (7.30‑13.0) 10.8 (8.15‑15.5) 12.6 (8.68‑17.9) 15.6 (10.3‑22.9) 18.2 (11.8‑27.2) 7-day 3.90 (3.17‑4.78) 4.87 (3.95‑5.98) 6.46 (5.22‑7.96) 7.78 (6.25‑9.64) 9.59 (7.50‑12.6) 10.9 (8.38‑14.7) 12.4 (9.32‑17.6) 14.4 (9.91‑20.3) 17.6 (11.6‑25.7) 20.4 (13.2‑30.4) 10-day 4.51 (3.68‑5.52) 5.54 (4.51‑6.78) 7.22 (5.86‑8.87) 8.62 (6.95‑10.6) 10.5 (8.25‑13.8) 11.9 (9.17‑16.0) 13.5 (10.1‑19.0) 15.5 (10.7‑21.8) 18.8 (12.5‑27.3) 21.7 (14.1‑32.1) 20-day 6.50 (5.33‑7.90) 7.58 (6.22‑9.23) 9.36 (7.64‑11.4) 10.8 (8.79‑13.3) 12.9 (10.1‑16.6) 14.4 (11.0‑18.9) 16.0 (11.9‑22.0) 18.0 (12.5‑25.0) 21.0 (14.0‑30.3) 23.6 (15.3‑34.7) 30-day 8.21 (6.76‑9.94) 9.32 (7.66‑11.3) 11.1 (9.12‑13.5) 12.6 (10.3‑15.5) 14.7 (11.6‑18.8) 16.3 (12.5‑21.2) 17.9 (13.3‑24.3) 19.8 (13.8‑27.4) 22.5 (15.1‑32.3) 24.7 (16.1‑36.3) 45-day 10.4 (8.56‑12.5) 11.5 (9.50‑13.9) 13.4 (11.0‑16.2) 14.9 (12.2‑18.2) 17.1 (13.4‑21.6) 18.7 (14.4‑24.2) 20.4 (15.0‑27.2) 22.1 (15.5‑30.5) 24.4 (16.4‑34.9) 26.2 (17.1‑38.3) 60-day 12.2 (10.1‑14.6) 13.4 (11.1‑16.1) 15.3 (12.6‑18.5) 16.9 (13.9‑20.6) 19.1 (15.1‑24.1) 20.9 (16.0‑26.8) 22.6 (16.6‑29.8) 24.2 (17.0‑33.2) 26.2 (17.6‑37.3) 27.6 (18.1‑40.2) 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 1/23/25, 12:40 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8262&lon=-72.6047&data=depth&units=english&series=pds 1/4 Back to Top Maps & aerials Small scale terrain 1/23/25, 12:40 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8262&lon=-72.6047&data=depth&units=english&series=pds 2/4 Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi 1/23/25, 12:40 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8262&lon=-72.6047&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 1/23/25, 12:40 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8262&lon=-72.6047&data=depth&units=english&series=pds 4/4 NOAA Atlas 14, Volume 10, Version 3 Location name: South Windsor, Connecticut, USA* Latitude: 41.8263°, Longitude: -72.6047° Elevation: 69 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sandra Pavlovic, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Orlan Wilhite NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 4.03 (3.14‑5.18) 4.90 (3.80‑6.29) 6.29 (4.87‑8.11) 7.45 (5.74‑9.67) 9.04 (6.74‑12.3) 10.2 (7.49‑14.2) 11.5 (8.16‑16.6) 12.9 (8.69‑19.1) 14.9 (9.68‑22.9) 16.6 (10.5‑25.9) 10-min 2.86 (2.23‑3.67) 3.46 (2.69‑4.45) 4.45 (3.45‑5.74) 5.27 (4.06‑6.83) 6.40 (4.78‑8.69) 7.25 (5.30‑10.1) 8.14 (5.78‑11.7) 9.14 (6.16‑13.5) 10.6 (6.85‑16.2) 11.8 (7.45‑18.4) 15-min 2.24 (1.74‑2.88) 2.72 (2.11‑3.49) 3.49 (2.70‑4.50) 4.14 (3.18‑5.36) 5.02 (3.74‑6.82) 5.68 (4.16‑7.90) 6.38 (4.54‑9.21) 7.17 (4.82‑10.6) 8.30 (5.38‑12.7) 9.22 (5.84‑14.4) 30-min 1.50 (1.17‑1.93) 1.83 (1.42‑2.35) 2.36 (1.82‑3.04) 2.79 (2.15‑3.62) 3.40 (2.53‑4.61) 3.85 (2.82‑5.35) 4.33 (3.08‑6.24) 4.87 (3.27‑7.18) 5.63 (3.65‑8.62) 6.26 (3.96‑9.78) 60-min 0.942 (0.733‑1.21) 1.15 (0.892‑1.47) 1.48 (1.15‑1.91) 1.76 (1.36‑2.28) 2.14 (1.60‑2.91) 2.43 (1.78‑3.38) 2.73 (1.94‑3.94) 3.07 (2.07‑4.54) 3.56 (2.30‑5.44) 3.95 (2.50‑6.18) 2-hr 0.610 (0.477‑0.778) 0.738 (0.577‑0.943) 0.948 (0.739‑1.22) 1.12 (0.869‑1.45) 1.36 (1.02‑1.84) 1.54 (1.14‑2.14) 1.73 (1.24‑2.50) 1.96 (1.32‑2.87) 2.29 (1.49‑3.48) 2.57 (1.63‑3.99) 3-hr 0.468 (0.367‑0.595) 0.566 (0.444‑0.720) 0.726 (0.567‑0.928) 0.859 (0.667‑1.10) 1.04 (0.786‑1.41) 1.18 (0.871‑1.63) 1.32 (0.955‑1.91) 1.50 (1.02‑2.20) 1.77 (1.15‑2.68) 2.00 (1.27‑3.08) 6-hr 0.293 (0.232‑0.371) 0.356 (0.281‑0.451) 0.459 (0.361‑0.583) 0.544 (0.425‑0.695) 0.661 (0.502‑0.889) 0.748 (0.557‑1.03) 0.842 (0.612‑1.21) 0.958 (0.650‑1.39) 1.14 (0.742‑1.71) 1.29 (0.824‑1.98) 12-hr 0.177 (0.141‑0.223) 0.217 (0.173‑0.274) 0.283 (0.224‑0.357) 0.338 (0.265‑0.429) 0.413 (0.315‑0.552) 0.468 (0.350‑0.642) 0.528 (0.386‑0.757) 0.603 (0.411‑0.872) 0.720 (0.471‑1.08) 0.821 (0.525‑1.25) 24-hr 0.104 (0.083‑0.129) 0.129 (0.103‑0.161) 0.170 (0.135‑0.214) 0.205 (0.162‑0.259) 0.252 (0.194‑0.336) 0.287 (0.216‑0.392) 0.325 (0.240‑0.466) 0.374 (0.256‑0.538) 0.452 (0.297‑0.673) 0.521 (0.334‑0.789) 2-day 0.058 (0.047‑0.072) 0.073 (0.059‑0.091) 0.099 (0.079‑0.123) 0.120 (0.095‑0.150) 0.148 (0.115‑0.197) 0.169 (0.129‑0.231) 0.193 (0.144‑0.277) 0.224 (0.153‑0.320) 0.275 (0.181‑0.407) 0.321 (0.206‑0.483) 3-day 0.042 (0.034‑0.052) 0.053 (0.043‑0.066) 0.072 (0.058‑0.089) 0.087 (0.069‑0.109) 0.108 (0.084‑0.144) 0.123 (0.094‑0.168) 0.141 (0.105‑0.202) 0.164 (0.112‑0.233) 0.202 (0.133‑0.298) 0.236 (0.152‑0.355) 4-day 0.034 (0.027‑0.042) 0.043 (0.034‑0.053) 0.057 (0.046‑0.071) 0.070 (0.056‑0.087) 0.087 (0.067‑0.115) 0.099 (0.076‑0.134) 0.113 (0.084‑0.161) 0.131 (0.090‑0.186) 0.162 (0.107‑0.238) 0.189 (0.122‑0.283) 7-day 0.023 (0.018‑0.028) 0.028 (0.023‑0.035) 0.038 (0.031‑0.047) 0.046 (0.037‑0.057) 0.057 (0.044‑0.074) 0.064 (0.049‑0.087) 0.073 (0.055‑0.104) 0.085 (0.058‑0.120) 0.104 (0.069‑0.152) 0.121 (0.078‑0.180) 10-day 0.018 (0.015‑0.023) 0.023 (0.018‑0.028) 0.030 (0.024‑0.036) 0.035 (0.028‑0.044) 0.043 (0.034‑0.057) 0.049 (0.038‑0.066) 0.056 (0.042‑0.079) 0.064 (0.044‑0.090) 0.078 (0.051‑0.113) 0.090 (0.058‑0.133) 20-day 0.013 (0.011‑0.016) 0.015 (0.012‑0.019) 0.019 (0.015‑0.023) 0.022 (0.018‑0.027) 0.026 (0.021‑0.034) 0.029 (0.022‑0.039) 0.033 (0.024‑0.045) 0.037 (0.026‑0.052) 0.043 (0.029‑0.063) 0.049 (0.031‑0.072) 30-day 0.011 (0.009‑0.013) 0.012 (0.010‑0.015) 0.015 (0.012‑0.018) 0.017 (0.014‑0.021) 0.020 (0.016‑0.026) 0.022 (0.017‑0.029) 0.024 (0.018‑0.033) 0.027 (0.019‑0.038) 0.031 (0.020‑0.044) 0.034 (0.022‑0.050) 45-day 0.009 (0.007‑0.011) 0.010 (0.008‑0.012) 0.012 (0.010‑0.015) 0.013 (0.011‑0.016) 0.015 (0.012‑0.020) 0.017 (0.013‑0.022) 0.018 (0.013‑0.025) 0.020 (0.014‑0.028) 0.022 (0.015‑0.032) 0.024 (0.015‑0.035) 60-day 0.008 (0.007‑0.010) 0.009 (0.007‑0.011) 0.010 (0.008‑0.012) 0.011 (0.009‑0.014) 0.013 (0.010‑0.016) 0.014 (0.011‑0.018) 0.015 (0.011‑0.020) 0.016 (0.011‑0.023) 0.018 (0.012‑0.025) 0.019 (0.012‑0.027) 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 1/23/25, 12:41 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8263&lon=-72.6047&data=intensity&units=english&series=pds 1/4 Back to Top Maps & aerials Small scale terrain 1/23/25, 12:41 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8263&lon=-72.6047&data=intensity&units=english&series=pds 2/4 Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi 1/23/25, 12:41 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8263&lon=-72.6047&data=intensity&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 1/23/25, 12:41 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8263&lon=-72.6047&data=intensity&units=english&series=pds 4/4 APPENDIX E Data Storm Sewers Analysis APPENDIX F GEI Test Pit and Infiltration Testing Results 555 Nutmeg Road NorthSouth Windsor, CTTest Pit Location Plan 555 Nutmeg Road N Geotechnical South Windsor, CT GEI Project No. 2404828 Test Pit Results Date: 7/19/2024 GEI Representative: T. Yurman GS Elevation: 75.0 Depth to GW: 6.0 Contractor: General Borings Kubota KX080-4 ID Depth 0 - 5" 5" - 1'-8" 1'-8" - 3'-2" 3'-2" - 6' 6' - 8' Notes: 1. Infiltration test not performed. 2. Groundwater encountered at 6.0 ft., soil mottling not evident. 3. Excavation backfilled with excavated soils, compacted in lifts. Equipment: Description TP-1 TOPSOIL, organic fibers, dark-brown, dry. NARROWLY GRADED SAND WITH SILT (SP-SM); ~90% F-M sand (mostly F-sand), ~10% NP fines, few organic fibers, brown, dry. Similar to above, wet. WIDELY GRADED SAND (SW); ~100% F-C sand, grayish-brown, moist to damp. NARROWLY GRADED SAND (SP); ~95% F-M sand, ~5% NP fines, light brown, dry to moist. 555 Nutmeg Road N Geotechnical South Windsor, CT GEI Project No. 2404828 Test Pit Results Date: 7/19/2024 GEI Representative: T. Yurman GS Elevation: 74.5 Depth to GW: Not encountered Contractor: General Borings Kubota KX080-4 ID Depth 0 - 5" 5" - 2' 2' - 4' 4' - 7'-6" Notes: 1. Infiltration test not performed. 2. Groundwater not encountered, soil mottling not evident. 3. Excavation backfilled with excavated spoils, compacted in lifts. Equipment: Description TP-2 TOPSOIL, organic fibers, dark-brown, dry. WIDELY GRADED SAND (SW); ~100% F-C sand, grayish-brown, moist to damp. NARROWLY GRADED SAND WITH SILT (SP-SM); ~90% F-M sand (mostly F-sand), ~10% NP fines, few organic fibers, brown, dry. NARROWLY GRADED SAND (SP); ~95% F-M sand, ~5% NP fines, brown, dry to moist. 555 Nutmeg Road N Geotechnical South Windsor, CT GEI Project No. 2404828 Test Pit Results Date: 7/19/2024 GEI Representative: T. Yurman GS Elevation: 73.5 Depth to GW: 6.0 Contractor: General Borings Kubota KX080-4 ID Depth 0 - 4" 4" - 3'-9" 3'-9" - 5' 5' - 6' 6' - 8'-2" Notes: 1. Infiltration test performed at 3.7 ft. 2. Groundwater encountered at 6.0 ft., soil mottling not evident. 3. Excavation backfilled with excavated spoils, compacted in lifts. Equipment: Description TP-3 TOPSOIL, organic fibers, dark-brown, dry. WIDELY GRADED SAND (SW); ~100% F-C sand, grayish-brown, damp to wet. Similar to above, no organic fibers, damp to wet. Similar to above, no organic fibers. NARROWLY GRADED SAND (SP); ~95% F-M sand (mostly F-sand), ~5% NP fines, few organic fibers, brown, dry. 555 Nutmeg Road N Geotechnical South Windsor, CT GEI Project No. 2404828 Test Pit Results Date: 7/19/2024 GEI Representative: T. Yurman GS Elevation: 73.0 Depth to GW: 4.5 Contractor: General Borings Kubota KX080-4 ID Depth 0 - 5" 5" - 2' 2' - 3'-6" 3'-6" - 4'-6" 4'-6" - 8'-6" Notes: 1. Infiltration test performed at 3.6 ft. 2. Groundwater encountered at 4.5 ft., soil mottling not evident. 3. Excavation backfilled with excavated spoils, compacted in lifts. Equipment: Description TP-4 TOPSOIL, organic fibers, dark-brown, dry. WIDELY GRADED SAND (SW); ~100% F-C sand, grayish-brown, wet. SILTY SAND (SM); ~85% F-M sand, ~15% NP fines, few organic fibers, brown, dry to moist. NARROWLY GRADED SAND (SP); ~100% F-M sand, light-brown, moist. WIDELY GRADED SAND (SW); ~100% F-C sand, light-brown to grayish-brown, damp. 555 Nutmeg Road N Geotechnical South Windsor, CT GEI Project No. 2404828 Test Pit Results Date: 7/19/2024 GEI Representative: T. Yurman GS Elevation: 74.0 Depth to GW: 5.8 Contractor: General Borings Kubota KX080-4 ID Depth 0 - 5" 5" - 2'-10" 2'-10" - 4'-5" 4'-5" - 5'-10" 5'-10" - 8' Notes: 1. Infiltration test performed at 3.8 ft. 2. Groundwater encountered at 5.8 ft., soil mottling not evident. 3. Excavation backfilled with excavated soils, compacted in lifts. Equipment: Description TP-5 TOPSOIL, organic fibers, dark-brown, dry. WIDELY GRADED SAND (SW); ~100% F-C sand, grayish-brown, wet. NARROWLY GRADED SAND (SP); ~95% F-M sand (mostly F-sand), ~5% NP fines, brown, dry to moist. Similar to above, moist. WIDELY GRADED SAND (SW); ~100% F-C sand (mostly F-M sand), light-brown, dry. 555 Nutmeg Road N Geotechnical South Windsor, CT GEI Project No. 2404828 Test Pit Results Date: 7/19/2024 GEI Representative: T. Yurman GS Elevation: 73.0 Depth to GW: 5.0 Contractor: General Borings Kubota KX080-4 ID Depth 0 - 6" 6" - 2'-10" 2'-10" - 4'-7" 4'-7" - 8' Notes: 1. Infiltration test performed at 3.5 ft. 2. Groundwater encountered at 5.0 ft., soil mottling evident at 4.5 ft. 3. Excavation backfilled with excavated soils, compacted in lifts. Equipment: Description TP-6 TOPSOIL, organic fibers, dark brown, dry. WIDELY GRADED SAND (SW); ~100% F-C sand, grayish-brown, damp to wet. NARROWLY GRADED SAND WITH SILT (SP-SM); ~90% F-M sand, ~10% NP fines, few organic fibers, brown, dry to moist. WIDELY GRADED SAND (SW); ~95% F-C sand (mostly F-M sand), ~5% NP fines, light-brown, dry to moist. 555 Nutmeg Road N Geotechnical South Windsor, CT GEI Project No. 2404828 Test Pit Results Date: 7/19/2024 GEI Representative: T. Yurman GS Elevation: 73.5 Depth to GW: 5.0 Contractor: General Borings Kubota KX080-4 ID Depth 0 - 6" 6" - 1'-7" 1'-7" - 2'-11" 2'-11" - 5' 5' - 8' Notes: 1. Infiltration test performed at 3.8 ft. 2. Groundwater observed at 5.0 ft., soil mottling not evident. 3. Excavation backfilled with excavated spoils, compacted in lifts. Equipment: Description TP-7 TOPSOIL, organic fibers, dark-brown, dry. NARROWLY GRADED SAND (SP); ~100% F-M sand, light brown, slightly cemented, damp. WIDELY GRADED SAND (SW); ~100% F-C sand, grayish-brown, wet. SILTY SAND (SM); ~85% F-M sand (mostly F-sand), ~15% NP fines, brown, dry to moist. NARROWLY GRADED SAND (SP); ~95% F-M sand, ~5% NP fines, brown, moist. 555 Nutmeg Road N Geotechnical South Windsor, CT GEI Project No. 2404828 Test Pit Results Date: 7/19/2024 GEI Representative: T. Yurman GS Elevation: 73.0 Depth to GW: 5.6 Contractor: General Borings Kubota KX080-4 ID Depth 0 - 4" 4" - 2'-5" 2'-5" - 5' 5' - 9' Notes: 1. Infiltration test performed at 4.0 ft. 2. Groundwater observed at 5.6 ft., soil mottling not evident. 3. Excavation backfilled with excavated spoils, compacted in lifts. Equipment: Description TP-8 TOPSOIL, organic fibers, dark brown, dry. NARROWLY GRADED SAND (SP); ~95% F-M sand, ~5% NP fines, light-brown, dry to moist. WIDELY GRADED SAND (SW); ~100% F-C sand, grayish-brown, damp to wet. NARROWLY GRADED SAND WITH SILT (SP-SM); ~90% F-M sand (mostly F-sand), ~10% NP fines, brown, dry to moist. GEI Consultants, Inc.Calc. by:T. Yurman Date:7/25/2024 GEI Proj # 2404828 Check by:M. Glunt Date:7/26/2024 Infiltrometer Testing 555 Nutmeg Road N Test Date 7/19/2024 Field Data TP-3 Unit Turf-Tec Unit Set 3" GS Elev.73.5 Depth of Test 3.7 FT Depth to GW 6.0 FT GEI Rep.T. Yurman Soil Type Test 1 Time (min)Time Change (min) Change in Water Level (in) Rate of Change (in/min) Rate of Change (in/hr) 0.0 0.17 0.2 0.25 1.5 90.0 0.33 0.2 0.3125 1.875 112.5 0.50 0.2 0.3125 1.875 112.5 0.67 0.2 0.3125 1.875 112.5 0.83 0.2 0.1875 1.125 67.5 1.00 0.2 0.25 1.5 90.0 1.17 0.2 0.1875 1.125 67.5 1.33 0.2 0.1875 1.125 67.5 73.1 Test 2 Time (min)Time Change (min) Change in Water Level (in) Rate of Change (in/min) Rate of Change (in/hr) 0.00 0.17 0.2 0.25 1.5 90.0 0.33 0.2 0.25 1.5 90.0 0.50 0.2 0.1875 1.125 67.5 0.67 0.2 0.25 1.5 90.0 0.83 0.2 0.1875 1.125 67.5 1.00 0.2 0.1875 1.125 67.5 1.17 0.2 0.25 1.5 90.0 1.33 0.2 0.1875 1.125 67.5 1.50 0.2 0.25 1.5 90.0 1.67 0.2 0.125 0.75 45.0 67.5Steady Rate of Change, R1 (in/hr) NARROWLY GRADED SAND (SW); ~95% F-M sand, ~5% NP fines, brown, dry. Steady Rate of Change, R1 (in/hr) GEI Consultants, Inc.Calc. by:T. Yurman Date:7/25/2024 GEI Proj # 2404828 Check by:M. Glunt Date:7/26/2024 Infiltrometer Testing 555 Nutmeg Road N Test Date 7/19/2024 Field Data TP-4 Unit Turf-Tec Unit Set 3" GS Elev.73 Depth of Test 3.6 FT Depth to GW 4.5 FT GEI Rep.T. Yurman Soil Type Test 1 Time (min)Time Change (min) Change in Water Level (in) Rate of Change (in/min) Rate of Change (in/hr) 0.00 0.17 0.2 0.125 0.75 45.0 0.33 0.2 0.1875 1.125 67.5 0.50 0.2 0.125 0.75 45.0 0.67 0.2 0.125 0.75 45.0 0.83 0.2 0.125 0.75 45.0 1.00 0.2 0.125 0.75 45.0 1.17 0.2 0.125 0.75 45.0 1.33 0.2 0.125 0.75 45.0 1.50 0.2 0.125 0.75 45.0 1.67 0.2 0.125 0.75 45.0 1.83 0.2 0.125 0.75 45.0 2.00 0.2 0.125 0.75 45.0 45.0 Test 2 Time (min)Time Change (min) Change in Water Level (in) Rate of Change (in/min) Rate of Change (in/hr)00.17 0.2 0.125 0.75 45.0 0.33 0.2 0.125 0.75 45.0 0.50 0.2 0.125 0.75 45.0 0.67 0.2 0.125 0.75 45.0 0.83 0.2 0.125 0.75 45.0 1.00 0.2 0.125 0.75 45.0 1.17 0.2 0.125 0.75 45.0 1.33 0.2 0.125 0.75 45.0 1.50 0.2 0.125 0.75 45.0 1.67 0.2 0.125 0.75 45.0 1.83 0.2 0.125 0.75 45.0 2.00 0.2 0.125 0.75 45.0 45.0 WIDELY GRADED SAND (SW); ~100% F-C sand, light brown to grayish- brown, damp. Steady Rate of Change, R1 (in/hr) Steady Rate of Change, R1 (in/hr) GEI Consultants, Inc.Calc. by:T. Yurman Date:7/25/2024 GEI Proj # 2404828 Check by:M. Glunt Date:7/26/2024 Infiltrometer Testing 555 Nutmeg Road N Test Date 7/19/2024 Field Data TP-5 Unit Turf-Tec Unit Set 3" GS Elev.74 Depth of Test 3.8 FT Depth to GW 5.8 FT GEI Rep.T. Yurman Soil Type Test 1 Time (min)Time Change (min) Change in Water Level (in) Rate of Change (in/min) Rate of Change (in/hr) 0.00 0.08 0.1 0.56 360.0 0.17 0.1 0.56 360.0 0.25 0.1 0.56 360.0 0.33 0.1 0.56 360.0 0.42 0.1 0.56 360.0 360.0 Test 2 Time (min)Time Change (min) Change in Water Level (in) Rate of Change (in/min) Rate of Change (in/hr) 0.00 0.08 0.1 0.5 6 360.0 0.17 0.1 0.5 6 360.0 0.25 0.1 0.5 6 360.0 0.33 0.1 0.5 6 360.0 0.42 0.1 0.5 6 360.0 360.0 WIDELY GRADED SAND (SW); ~100% F-C sand, light brown, dry. Steady Rate of Change, R1 (in/hr) Steady Rate of Change, R1 (in/hr) GEI Consultants, Inc.Calc. by:T. Yurman Date:7/25/2024 GEI Proj # 2404828 Check by:M. Glunt Date:7/26/2024 Infiltrometer Testing 555 Nutmeg Road N Test Date 7/19/2024 Field Data TP-6 Unit Turf-Tec Unit Set 3" GS Elev.73 Depth of Test 3.5 FT Depth to GW 5.0 FT GEI Rep.T. Yurman Soil Type Test 1 Time (min)Time Change (min) Change in Water Level (in) Rate of Change (in/min) Rate of Change (in/hr) 0.00 0.17 0.2 0.3125 1.875 112.5 0.33 0.2 0.25 1.5 90.0 0.50 0.2 0.3125 1.875 112.5 0.67 0.2 0.25 1.5 90.0 0.83 0.2 0.25 1.5 90.0 1.00 0.2 0.25 1.5 90.0 1.17 0.2 0.25 1.5 90.0 1.33 0.2 0.25 1.5 90.0 1.50 0.2 0.25 1.5 90.0 1.67 0.2 0.1875 1.125 67.5 82.5 Test 2 Time (min)Time Change (min) Change in Water Level (in) Rate of Change (in/min) Rate of Change (in/hr) 0.00 0.17 0.2 0.25 1.5 90.0 0.33 0.2 0.25 1.5 90.0 0.50 0.2 0.3125 1.875 112.5 0.67 0.2 0.25 1.5 90.0 0.83 0.2 0.25 1.5 90.0 1.00 0.2 0.1875 1.125 67.5 1.17 0.2 0.25 1.5 90.0 1.33 0.2 0.25 1.5 90.0 1.50 0.2 0.25 1.5 90.0 1.67 0.2 0.1875 1.125 67.5 84.4 WIDELY GRADED SAND (SW); ~95% F-C sand, ~5% NP fines, light brown, dry to moist. Steady Rate of Change, R1 (in/hr) Steady Rate of Change, R1 (in/hr) GEI Consultants, Inc.Calc. by:T. Yurman Date:7/25/2024 GEI Proj # 2404828 Check by:M. Glunt Date:7/26/2024 Infiltrometer Testing 555 Nutmeg Road N Test Date 7/19/2024 Field Data TP-7 Unit Turf-Tec Unit Set 3" GS Elev.73.5 Depth of Test 3.8 FT Depth to GW 5.0 FT GEI Rep.T. Yurman Soil Type Test 1 Time (min)Time Change (min) Change in Water Level (in) Rate of Change (in/min) Rate of Change (in/hr) 0.00 0.17 0.2 0.0625 0.375 22.5 0.33 0.200 0.0 0.50 0.2 0.0625 0.375 22.5 0.67 0.200 0.0 0.83 0.2 0.0625 0.375 22.5 1.00 0.200 0.0 1.17 0.2 0.0625 0.375 22.5 1.33 0.200 0.0 1.50 0.2 0.0625 0.375 22.5 1.67 0.200 0.0 1.83 0.2 0.0625 0.375 22.5 2.00 0.2 0.0625 0.375 22.5 2.17 0.200 0.0 2.33 0.2 0.0625 0.375 22.5 16.9 Test 2 Time (min)Time Change (min) Change in Water Level (in) Rate of Change (in/min) Rate of Change (in/hr) 0.00 0.17 0.2 0.0625 0.375 22.5 0.33 0.2 0 0 0.0 0.50 0.2 0.0625 0.375 22.5 0.67 0.2 0.0625 0.375 22.5 0.83 0.2 0 0 0.0 1.00 0.2 0.0625 0.375 22.5 1.17 0.2 0 0 0.0 1.33 0.2 0.0625 0.375 22.5 1.50 0.2 0 0 0.0 1.67 0.2 0.0625 0.375 22.5 1.83 0.2 0.0625 0.375 22.5 2.00 0.2 0 0 0.0 2.17 0.2 0.0625 0.375 22.5 2.33 0.2 0.0625 0.375 22.5 18.0 NARROWLY GRADED SAND (SP); ~100% F-M sand, slightly cemented, light brown, damp. Steady Rate of Change, R1 (in/hr) Steady Rate of Change, R1 (in/hr) GEI Consultants, Inc.Calc. by:T. Yurman Date:7/25/2024 GEI Proj # 2404828 Check by:M. Glunt Date:7/26/2024 Infiltrometer Testing 555 Nutmeg Road N Test Date 7/19/2024 Field Data TP-8 Unit Turf-Tec Unit Set 3" GS Elev.73 Depth of Test 4.0 FT Depth to GW 5.6 FT GEI Rep.T. Yurman Soil Type Test 1 Time (min)Time Change (min) Change in Water Level (in) Rate of Change (in/min) Rate of Change (in/hr) 0.00 0.08 0.11 12 720.0 0.17 0.1 0.759 540.0 0.25 0.1 0.759 540.0 0.33 0.1 0.759 540.0 540.0 Test 2 Time (min)Time Change (min) Change in Water Level (in) Rate of Change (in/min) Rate of Change (in/hr) 0.00 0.08 0.1 0.75 9 540.0 0.17 0.1 0.75 9 540.0 0.25 0.1 0.5 6 360.0 0.33 0.1 0.625 7.5 450.0 0.42 0.1 0.625 7.5 450.0 420.0 NARROWLY GRADED SAND (SP); ~95% F-M sand, ~5% NP fines, light brown, dry to moist. Steady Rate of Change, R1 (in/hr) Steady Rate of Change, R1 (in/hr) APPENDIX G Water Quality Calculations 555 Nutmeg Road - DPI Project No: 5215 February 4, 2025 Proposed Disturbed Area (P1 & P3) 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 =57.80 % R = 0.05 + 0.009(I) R = 0.05 + 0.009 x 57.8 R = 0.570 A = Drainage Area in Acres =7.14 ac WQV = (P)(R)(A)/12 WQV =1.3 in x 0.570 x 7.14 ac WQV =0.44 acre-feet 19,198.67 cft Total WQV:0.44 ac-ft 19,198.67 cft Proposed 12 As outlined above, the Water Quality Volume was calculated considering drainage areas P1 and P3 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 0.44 ac-ft (19,198 cft) to be distributed between the forebay and wet pool at 1,920 cft and 17,279 cft respectivey. The proposed Water Quality Basin is anticipated to provide 11,180 cft of forebay storage and 38,646 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 NOAA 24-hr D 100-YR_24hr Rainfall=7.82"5215 - HydroCAD Printed 2/4/2025Prepared by Design Professionals, Inc. HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 32P: Forebay Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 71.00 5,821 0 71.02 5,979 118 71.04 6,137 239 71.06 6,295 363 71.08 6,453 491 71.10 6,610 622 71.12 6,768 755 71.14 6,926 892 71.16 7,084 1,032 71.18 7,242 1,176 71.20 7,400 1,322 71.22 7,558 1,472 71.24 7,716 1,624 71.26 7,874 1,780 71.28 8,032 1,939 71.30 8,189 2,102 71.32 8,347 2,267 71.34 8,505 2,435 71.36 8,663 2,607 71.38 8,821 2,782 71.40 8,979 2,960 71.42 9,137 3,141 71.44 9,295 3,325 71.46 9,453 3,513 71.48 9,611 3,704 71.50 9,769 3,897 71.52 9,926 4,094 71.54 10,084 4,294 71.56 10,242 4,498 71.58 10,400 4,704 71.60 10,558 4,914 71.62 10,716 5,126 71.64 10,874 5,342 71.66 11,032 5,561 71.68 11,190 5,784 71.70 11,348 6,009 71.72 11,505 6,238 71.74 11,663 6,469 71.76 11,821 6,704 71.78 11,979 6,942 71.80 12,137 7,183 71.82 12,295 7,428 71.84 12,453 7,675 71.86 12,611 7,926 71.88 12,769 8,179 71.90 12,927 8,436 71.92 13,084 8,696 71.94 13,242 8,960 71.96 13,400 9,226 71.98 13,558 9,496 72.00 13,716 9,769 72.02 13,875 10,044 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 72.04 14,033 10,323 72.06 14,192 10,606 72.08 14,350 10,891 72.10 14,509 11,180 NOAA 24-hr D 100-YR_24hr Rainfall=7.82"5215 - HydroCAD Printed 2/4/2025Prepared by Design Professionals, Inc. HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 33P: Wet Pool Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 68.00 5,876 0 68.05 5,939 295 68.10 6,003 594 68.15 6,066 896 68.20 6,130 1,201 68.25 6,193 1,509 68.30 6,257 1,820 68.35 6,320 2,134 68.40 6,384 2,452 68.45 6,447 2,773 68.50 6,511 3,097 68.55 6,574 3,424 68.60 6,637 3,754 68.65 6,701 4,087 68.70 6,764 4,424 68.75 6,828 4,764 68.80 6,891 5,107 68.85 6,955 5,453 68.90 7,018 5,802 68.95 7,082 6,155 69.00 7,145 6,511 69.05 7,231 6,870 69.10 7,318 7,234 69.15 7,404 7,602 69.20 7,490 7,974 69.25 7,577 8,351 69.30 7,663 8,732 69.35 7,749 9,117 69.40 7,835 9,507 69.45 7,922 9,901 69.50 8,008 10,299 69.55 8,094 10,701 69.60 8,181 11,108 69.65 8,267 11,519 69.70 8,353 11,935 69.75 8,440 12,355 69.80 8,526 12,779 69.85 8,612 13,207 69.90 8,698 13,640 69.95 8,785 14,077 70.00 8,871 14,519 70.05 8,974 14,965 70.10 9,077 15,416 70.15 9,180 15,872 70.20 9,284 16,334 70.25 9,387 16,801 70.30 9,490 17,273 70.35 9,593 17,750 70.40 9,696 18,232 70.45 9,799 18,719 70.50 9,903 19,212 70.55 10,006 19,710 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 70.60 10,109 20,212 70.65 10,212 20,720 70.70 10,315 21,234 70.75 10,418 21,752 70.80 10,521 22,275 70.85 10,625 22,804 70.90 10,728 23,338 70.95 10,831 23,877 71.00 10,934 24,421 71.05 11,115 24,972 71.10 11,296 25,533 71.15 11,477 26,102 71.20 11,659 26,680 71.25 11,840 27,268 71.30 12,021 27,864 71.35 12,202 28,470 71.40 12,383 29,084 71.45 12,564 29,708 71.50 12,746 30,341 71.55 12,927 30,983 71.60 13,108 31,634 71.65 13,289 32,293 71.70 13,470 32,962 71.75 13,651 33,640 71.80 13,832 34,328 71.85 14,014 35,024 71.90 14,195 35,729 71.95 14,376 36,443 72.00 14,557 37,167 72.05 14,798 37,900 72.10 15,039 38,646 Water Quality Flow (WQF) 555 Nutmeg Road - DPI Project No: 5215 February 4, 2025 WQU-1 To find Unit Peak Discharge qu with Exhibit 4-III in Chapter 4 of TR-55 (USDA, 1986), the following is needed: Time of Concentration (Tc): 7 mins 0.12 hours Modified Runoff Curve Number CN = 99 (see below for P & Q) Initial Abstraction (Ia) in inches / Design Precipitation (P) in inches: Initial abstraction (Ia) from Table 4-I in Chapter 4 of TR-55 needs Curve Number (CN) CN =99 Ia =0.02 in Design Precipitation (P) for water quality storms per Appendix B P =1.3 in Ia / P =0.015 Unit Peak Discharge qu =700 cfs/mi2/inch Drainage Area A =100,540 sqft 2.308 ac 0.0036 sqmi Runoff Depth Q = WQV (acre-feet) x 12 / drainage area (acres) Water Quality Volume (WQV) = (1”)(R)(A)/12, where: R = volumetric runoff coefficient R = 0.05 + 0.009(I), where I = percent impervious cover I =98.88 % R = 0.05 + 0.009(I) R = 0.05 + 0.009 x 98.88 R = 0.940 A = drainage area in acres =2.308 ac WQV = (P)(R)(A)/12 WQV =1.3 in x 0.940 x 2.308 ac WQV =0.235 acre-feet 10237.45 cft Q = (WQV X 12 in/ft)/Drainage Area Q =0.235 ac-ft x 12 in/ft 2.308 ac Q =1.222 in WQF = qu x A(sqmi) x Q WQF =700 cfs/mi2/inch x 0.0036 sqmi 1.222 in WQF =3.08 cfs 12 As shown in the enclosed Barracuda Standard Detail, the proposed Barracuda S6 is rated for 80% TSS removal for up to 3.42 cfs of water quality flow 3.08 cfs water quality flow is anticipated. See manufacture sizing information included in the Appendix. Proposed SHEET OFDATE:DRAWING #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.1 12/10/221401KLJKMSBARRACUDA STORMTECH + WQ STD DETAIL& ISOLATOR ROW PLUS 4640 TRUEMAN BLVDHILLIARD, OH 43026DATEDRWNCHKDDESCRIPTION2/06/24KLJCJDADDED SC-800CHAMBER NYLOPLAST SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) BARRACUDA MAX TREATMENT FLOW (80% TSS) MODEL CFS (L/s) S3 0.85 (24.1) S4 1.52 (43.0) S6 3.40 (96.3) S8 6.08 (172.2) WOVEN FABRIC FOR SCOUR PROTECTION FLOW THROUGH STONEISOLATOR ROW PLUS INLET MANIFOLD OUTLET CONTROL STRUCTURE BARRACUDA MAX & ISOLATOR ROW PLUS SCHEMATIC NTS BARRACUDA MAX & ISOLATOR ROW PLUS CROSS SECTION/PROFILE NTS NYLOPLAST BASIN W/ELEVATED BYPASS MANIFOLD BARRACUDA MAX ELEVATED BYPASS MANIFOLD BARRACUDA MAX* OFFLINE CONFIGURATION ONLINE CONFIGURATION DIVERSION STRUCTURE (TBD BY ENGINEER) UNDERDRAIN BARRACUDA MAX BARRACUDA MAX INLET INLET INLET PIPE OUTLET PIPE INLET PIPE OUTLET PIPE BARRACUDA MAX MINIMUM RIM TO INVERT OUT MODEL INCH (MM) S3 36 (914) S4 36 (914) S6 39 (991) S8 41 (1041) MINIMUM RIM TO INVERT OUT SEE TABLE BARRACUDA MAX CAN BE CONFIGURED WITH AN OIL POUCH OR TRASH GUARD FOR ENHANCED TREATMENT. STORMTECH DESIGN TOOL https://designtool.ads-pipe.com/ THE S3, S4, S6, AND S8 CAN BE INSTALLED IN A STANDARD 36" (900 mm), 48" (1200 mm), 72" (1800 mm), AND 96" (2400 mm) PRECAST MANHOLE, RESPECTIVELY. THE S3 AND S4 CAN BE PROVIDED FACTORY INSTALLED WITHIN A 36" (900 mm) AND 48" (1200 mm) ADS HP MANHOLE AND DELIVERED TO THE JOBSITE. KEY BENEFITS OF THE BARRACUDA MAX ·SINGLE MANHOLE DESIGN ·VARIABLE INLET/OUTLET ANGLE CONFIGURATIONS (NOT JUST 180 DEGREE ORIENTATION) ·INTERNAL BYPASS FOR INLINE INSTALLATION (WHERE APPLICABLE) ·ALL UNITS CAN BE INSTALLED INTO A STANDARD PRECAST MANHOLE ·3' & 4’ UNITS CAN BE FACTORY FABRICATED IN HP MANHOLES FOR QUICK DELIVERY WITH A LIGHT, EASY TO INSTALL STRUCTURE ·IN-STOCK COMPONENTS FOR QUICK DELIVERY ·NO ELEVATION LOSS BETWEEN THE INLET AND OUTLET ·SURFACE INSPECTION AND MAINTENANCE WITH NO CONFINED SPACE ENTRY ·DESIGNED FOR EASY MAINTENANCE USING A VACUUM TRUCK OR SIMILAR EQUIPMENT ·FIELD ENGINEERS AND INTERNAL ENGINEERING SERVICES DEPARTMENT TO ASSIST ENGINEERING WITH SIZING/DETAILS BARRACUDA DESIGN TOOL https://www.ads-pipe.com/water-quality-design-tool KEY BENEFITS OF STORMTECH CHAMBERS ·LARGE FAMILY OF CHAMBERS TO FIT YOUR SITE ·EASILY CONFIGURABLE FOR IRREGULAR SHAPED BEDS ·MEETS PRODUCT REQUIREMENTS OF ASTM F2418 AND ASTM F2922 AND DESIGN REQUIREMENTS OF ASTM F2787 ·EXCEED AASHTO LRFD DESIGN SPECIFICATIONS FOR HS-20 LIVE LOADS & DEEP BURIAL EARTH LOADS ·PATENTED ISOLATOR ROW PLUS FOR LESS FREQUENT MAINTENANCE, WATER QUALITY AND LONG-TERM PERFORMANCE ·THIRD PARTY VERIFIED PERFORMANCE ·FIELD ENGINEERS AND INTERNAL ENGINEERING SERVICES DEPARTMENT TO ASSIST ENGINEERING WITH LAYOUTS KEY BENEFITS OF A BARRACUDA MAX & ISOLATOR PLUS DESIGN ·ENHANCED SEDIMENT REMOVAL BY COMBINING TWO INDUSTRY PROVEN DEVICES ·EXTENDED MAINTENANCE CYCLES ·EASY TO INSTALL AND CONFIGURE TO SPECIFIC SITE CONSTRAINTS ·ONLINE DESIGN TOOLS ALLOW DESIGNERS TO EASILY CREATE LAYOUTS AND DETAILS ISOLATOR ROW PLUS FLOW RATES CHAMBER MODEL SURFACE LOADING RATE GPM/FT² (L/S/m²) EFFECTIVE FILTRATION TREATMENT AREA FT² (m²) MTFR CFS (L/S)* SC-160 4.13 (2.8)11.45 (1.064)0.11 (2.983) SC-310 4.13 (2.8)17.7 (1.644)0.16 (4.612) SC-740 4.13 (2.8)27.8 (2.583)0.26 (7.244) DC-780 4.13 (2.8)27.8 (2.583)0.26 (7.244) SC-800 4.13 (2.8)27.3 (2.541)0.25 (7.128) MC-3500 4.13 (2.8)42.9 (3.986)0.40 (11.178) MC-4500 4.13 (2.8)30.1 (2.796)0.28 (7.843) MC-7200 4.13 (2.8)50.0 (4.645)0.46 (13.028) * PER CHAMBER LOADING RATES BASED ON NJCAT VERIFICATION TESTING OF THE STORMTECH SC-740 ISOLATOR ROW PLUS IN ACCORDANCE WITH NJDEP LABORATORY PROTOCOL TO ACCESS TOTAL SUSPENDED SOLIDS REMOVAL BY FILTRATION MANUFACTURED TREATMENT DEVICES, 2013. 24" (600 mm) HDPE ACCESS PIPE FLAMP ADSPLUS WOVEN GEOTEXTILE Advanced Drainage Systems, Inc.®®®©2024 ADVANCED DRAINAGE SYSTEMS, INC APPENDIX H Drainage Area Maps ©···esignrofessionals ©···esignrofessionals PLANNING DEPARMENT IN-HOUSE REFERRAL FORM DATE: 2/25/25 TO: Michael Maniscalco, Walter Summers, Jeff Doolittle, John Henault, Molly Keays, Trishanna Branford, Kevin Cooney, Tony Manfre, Autum Burke, Dave Turkington, Andrea Cofrancesco, Vincent Stetson, David Gesualdi, Marc Melanson, Scott Roberts, Justin Russo FROM: Michele Lipe, AICP, Director of Planning The Planning & Engineering Departments have received plans for the following projects: Appl 25-11P, 555 Nutmeg Road North Warehouse Location: 555 Nutmeg Road North Site Plan Subdivision No. Acres 12 Zone I Industrial Commercial Residential No. Lots/Units Water: Public Private Well Sewerage: Public Septic System Addition of overhead doors on south side of building and new trailer parking lot 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 3/18/25 and return to the Planning Department. Town of SOUTH WINDSOR Building Department 1540 Sullivan Ave. South Windsor, CT 06074 Tel. (860) 644-2511 Ext 2230 February 27, 2025 PZC Application 25-11P 555 Nutmeg Rd Distribution center modifications Site Plan The application has been reviewed under the 2022 CT State Building Codes. I have no issues with this application. 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 555 NUTMEG ROAD NORTH WAREHOUSE 555 Nutmeg Road North South Windsor,Cunncuicm Maxch 2025 § 4 *3,I ¢*CQ:i v'“Mow”"moonsnmwwm ._‘-‘K sign fessionals “I.I m“w I ll-m as Max m sa'.x mh-‘u.mr=-iumhe.mno.m um wmmssmm.mum SCALE: 1'-100' \J ‘ ........V .w mi :n-....... ‘////////////////////[/.A \...... pox l' "{vial ...u -« e o VIEW OF EXISTING DOCKS VIEW OF SOUTH EAST COR N ER Sign fessionals mum-.I u- VIEW OF NORTH EAST CORN ER 555 NUTMEG ROAD NORTH WAREHOUSE March 2025 D 1W VIEW OF SOUTHWEST CORNER South Windsor,Connecticm (D %m5uK §&tT?“g: §E .llr,l.lmrJ 1.rlll l.l’,rl.l WHHIHHHHWHHI i «bu-4;:._?~g, $w a u a a aim n :n New ulth e'xs'nasanry openingoverheaddoom E Exls‘tlng overhead dnor openlng tob2enlargedFranB‘XB‘to 8'wldzby9'ml. 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For example,the slope of the line from DMH—Ol to DMH-O2 is only 0.256%.All storm drainage pipes should have a slope of 0.5%or greater so they drain well. n in several instances,the full pipe capacities are less than the calculated total flow. All pipes need to be adequately sized and designed to handle the 10 year storm flow,or more. o Stations (Lines)from FE-OZ to DMH-O3 and from DMH-O3 to CB-Ol are missing from the Storm Water Tabulation sheets. Drainage stations EXCBI,EXCBZ,EXCB3,RLI,RL2 and FlTl all need to be called out on the Drainage &Utility Plan Sheet C-DRI,as they are referenced on the Storm Water Tabulation sheets.Also,include flowline elevations. Provide a callout for the 18"RCP between EXCBZ and WQU-Ol on Sheet C-DRI.Also, include the slope and length of the pipe. A 50%prereduction of the 2—year 24-hour storm is required according to performance criteria presented in Stormwater Management Standard 2 of the 2024 Connecticut Stormwater Quality Manual.The proposed conditions do not meet this criterion for 2 of the 3 design points considered in the Stormwater Management Report.This criteria needs to be met for the 2 year flows to Design Point 3,in addition to DP2 The calculations for the infiltration basin need to be provided and explained.It is not clear how the design infiltration rate or depth of this basin was determined and volume calculations for the infiltration basin were not found in the Stormwater Mgmt Report. Runoff from about half of the new paved parking area will drain directly to the infiltration basin based on the grading plan.The remainder of runoff will flow to the Water Quality Basin and the small depression between these basins.It is not clear how much water will To: App 25-11P —555 Nutmeg Road North —Site Plan Modification flow from the Water Quality Basin to the Infiltration Basin and the other way.lthink the swales connecting these basins need to be revised with lower spot elevations so the storm water can flow more freely between all the basins and there is only low grassy vegetation in these swales so they can be maintained and kept clear/clean. All the basins will fill up and water will be lapping at the parking area during the 25-100 yearrainfallstorms. On Site Plan (Sheet C-SPI),change callouts for ”Paved Leak Offs”to “5-ft Wide Stone Strip" and provide a detail for 5-ft Wide Stone Strip. CTDOT Class l and Class 2 Marshall mixes are no longer used by CTDOT and are not included in Form 819.CTDOT now uses Superpave mixes.Class l mix has been superseded by HMA $0.5 mix,and Class 2 has been superseded by HMA 50.375 mix.Within the detail sheets,replace all references to Class 1 and Class 2 mix with HMA 50.5 and HMA 50.375, respectively. 10.CTDOT Class ’PCC04462’is specified in several details.Please note this mix is a low permeability concrete that is generally used for the most severe applications,such as bridge decks,bridge parapets,and bridge sidewalks.CTDOT Class ’PCCO4460’mix superseded the old Class ’F’classification and is more suitable (and less expensive)forthese applications included in the details.Also note that Class ’PCCO4460’and ’PCC04462’mixes are 4400 PSI mixes —not 4000 PSI.Please change callouts that say 4000 PS]to 4400 PSI and please do the same for Note 46 on Sheet C—Dl. Please let us know if there are any questions. 1540 Sullivan Avenue, South Windsor, CT 06074 phone 860-644-2511, ext. 2229 e-mail justin.russo@southwindsor-ct.gov Memo To: Daniel H. Jameson, PE From: Justin F. Russo, PLA, Assistant Planner Date: 3/11/25 Re: Appl #25-11P, 555 Nutmeg Road North Planning Review Comments The following are the Planning Department comments. Building Department comments are attached. Engineering comments have been provided under separate cover. 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 3/18/25 to be sent out with the agenda (tentatively scheduled for 3/25/25 pending IWA/CC decision). Traffic Impact Statement Comments 1. The statement notes there are 8 existing loading docks, but the site plan shows 7. Please clarify. There site plans also reference “concept note 4” which does not exist. 2. The statement notes the parking lot will provide 44 vehicle parking spaces and an additional 47 vehicle parking spaces for a total of 70 spaces. Please revise the impact statement to be consistent and accurate to the site plans. 3. Staff does not feel that the potential impact of a 75-space trailer parking lot is fully addressed. We are requesting more information about the nature of this parking lot, and that it be reviewed and included in trip generation analyses. Site Plan Comments 1. General Comments a. Section 11.10 Appendix J of our zoning regulations clearly outlines the differences between a warehouse and a distribution facility. The narrative submitted states that the current occupant is a distributor of various automotive goods with more than 60 distribution centers across the nation. The following elements of this application are more in line with a distribution facility: i. The increase in daily truck traffic as outlined in the narrative and traffic impact statement from 6 trucks to 66 trucks. ii. The increase in loading docks from 7 (1 dock for every 15,500 square feet) to 14 (1 dock for every 7,500 square feet). iii. The proposal of 75 tractor trailer parking spaces. iv. The significant increase of employee parking spaces. 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 b. What is the final square footage of the warehouse and the office? The narrative notes 109,270 square feet existing with 3,010 square feet demolished. The site plan is basing parking calculations on 115,810 square feet. c. The narrative notes that there will be a total of 87 reserve parking spaces while the site plan shows 90. Please clarify. 2. Drawing C-DM1 a. Clearly label the individual trees to be removed. 3. Drawing C-SP1 a. Per table 6.4.10A of our zoning regulations, the number of EV ready or charging spaces shall be 10% of the total parking rounded up to the nearest whole number. This would result in 5 spaces required, as opposed to 4 shown in the parking requirements table. b. Per Section 8.6.2(B)(17), directional signs and pavement markings shall be provided for the drive aisle and the truck parking area. c. The performance standards of Section 4.5.8 shall be addressed in the form of a written assessment. Additionally, “no idling” signs shall be installed on site, and details and notes shall be provided on the site plans. d. This property is shown on the Connecticut DEEP NDDB map for South Windsor. The applicant shall comply with Section 4.5.10 of our zoning regulations. e. Parking notes state that the decreased number of provided parking spaces will be demonstrated to be sufficient. Where is the applicant providing this demonstration? 4. Drawing C-LS1 a. I commend the landscape architect for using native plant species. I offer the following recommendations to address deficiencies: i. Tilia cordata should be swapped with the native Tilia americana, as it supports a wide variety of pollinators, birds, and mammals. It is also a larval host plant for several butterflies. ii. Cercis canadensis is not a shade tree and does not tolerate well the conditions of a parking lot peninsula. Swap with Quercus palustris. iii. Potentilla verna should be swapped with the native Potentilla canadensis. This plant is tolerant of disturbed habitats and supports two specialized bees. iv. Juniperus virginiana should be added to the site plan to substitute for some of the Pinus strobus. This will provide healthy diversity. v. Male plants of Myrica pensylvanica should be provided to produce fruit. b. Terminal peninsula trees shall be provided per Table 6.4.6A of our zoning regulations. There are three locations at the ends of the employee parking lot which require shade trees. c. What measures will be taken to ensure landscaping is not damaged by snow storage? It is very likely that snow will be stored in areas beyond what is identified. 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 d. The callouts “PP” and “AG” for plants do not reference the plant list. Please revise. 5. Drawing C-LT1 a. Our lighting regulations require lights that are full cutoff. To assess this, please provide the BUG rating for the light fixtures. Architectural & Design Review Committee Comments 1. Provide additional screening plantings along the southern boundary. 2. Extend the proposed 8’ tall opaque fence to screen the water quality basin. 3. Provide additional evergreen trees along the western boundary. If you have any questions, please do not hesitate to contact me. Respectfully, Justin F. Russo, PLA, Assistant Planner 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 ENGINEERS | LAND SURVEYORS | PLANNERS | LANDSCAPE ARCHITECTS Serving Connecticu t, Massachusetts, & Rhode Island since 1986 April 1, 2025 Town of South Windsor, CT Attn: Mr. Justin F. Russo, PLA, Assistant Planner 1540 Sullivan Avenue South Windsor, CT Re: Appl. #25-11P - 555 Nutmeg Road North Planning Review Comments Dear Mr. Russo, This letter addresses Site Plan comments dated March 11, 2025. Initial comments are italicized for ease of reference, our responses are bold: Site Plan Comments 1. General Comments a. Section 11.10 Appendix J of our zoning regulations clearly outlines the differences between a warehouse and a distribution facility. The narrative submitted states that the current occupant is a distributor of various automotive goods with more than 60 distribution centers across the nation. The following elements of this application are more in line with a distribution facility: i. The increase in daily truck traffic as outlined in the narrative and traffic impact statement from 6 trucks to 66 trucks. With the current tenant, we are not expecting an increase of that magnitude. The 66 truck trips is a statistical estimation derived from The ITE Trip Generation Manual which was estimated based on building s. The revised Narrative and Traffic Impact Statement include additional discussion of current operations and estimation methods. ii. The increase in loading docks from 7 (1 dock for every 15,500 square feet) to 14 (1 dock for every 7,500 square feet). The narrative is revised to include discussion of operations including the existing and proposed dock doors, their uses, and site constraints affecting current operations, as well as opportunities for building improvements. iii. The proposal of 75 tractor trailer parking spaces. These spaces add functionality on par with comparable facilities. See revised narrative. iv. The significant increase of employee parking spaces. These spaces are added to the plans to improve site circulation and so that, should the current or future tenants require them, the parking areas be available and consistent with the Town of South Windsor Zoning Regulations, as if this were a new site development on vacant land. b. What is the final square footage of the warehouse and the office? The narrative notes 109,270 square feet existing with 3,010 square feet demolished. The site plan is basing parking calculations on 115,810 square feet. G:\jobs\5215\Docs\Applications\PZC\Submission 2 - 2025-03-18\02_Responses to Town Comment\555 Nutmeg Road North PZC Comment Reponses 03-18- 25.docx Final, consistent calculations are Gross Floor Area as measured from the exterior walls is provided on revised plan C-SP1 and in the revised narrative. The revised plan C-SP1 includes the portions of the building which are two stories. c. The narrative notes that there will be a total of 87 reserve parking spaces while the site plan shows 90. Please clarify. Final, consistent calculations are provided on revised plan C-SP1 and in the revised narrative. 2. Drawing C-DM1 a. Clearly label the individual trees to be removed. Tree removal symbols and notes are added to the revised C-DM1 plan. 3. Drawing C-SP1 a. Per table 6.4.10A of our zoning regulations, the number of EV ready or charging spaces shall be 10% of the total parking rounded up to the nearest whole number. This would result in 5 spaces required, as opposed to 4 shown in the parking requirements table. The EV spaces are included at a ratio equal to the parking spaces added to the site. b. Per Section 8.6.2(B)(17), directional signs and pavement markings shall be provided for the drive aisle and the truck parking area. Directional Signs and pavement marking are provided to the drive aisle in the truck parking area on the revised plans. c. The performance standards of Section 4.5.8 shall be addressed in the form of a written assessment. Additionally, “no idling” signs shall be installed on site, and details and notes shall be provided on the site plans. A written assessment of the performance standards is added to the narrative and a no idling sign is added to plans along with a note and detail. d. This property is shown on the Connecticut DEEP NDDB map for South Windsor. The applicant shall comply with Section 4.5.10 of our zoning regulations. A NDDB property review assessment was requested for the project. Coordination with DEEP will continue as the project applies for a General Permit for the Discharge of Stormwater and Dewatering Wastewaters from Construction Activities. e. Parking notes state that the decreased number of provided parking spaces will be demonstrated to be sufficient. Where is the applicant providing this demonstration? A section has been added to the revised narrative to provide clarification for the number of proposed parking spaces. 4. Drawing C-LS1 a. I commend the landscape architect for using native plant species. I offer the following recommendations to address deficiencies: i. Tilia cordata should be swapped with the native Tilia americana, as it supports a wide variety of pollinators, birds, and mammals. It is also a larval host plant for several butterflies. T. americana is specified on revised sheets C-LS1 And C-LS2. ii. Cercis canadensis is not a shade tree and does not tolerate well the conditions of a parking lot peninsula. Swap with Quercus palustris. Q. palustris is specified on revised sheets C-LS1 And C-LS2 G:\jobs\5215\Docs\Applications\PZC\Submission 2 - 2025-03-18\02_Responses to Town Comment\555 Nutmeg Road North PZC Comment Reponses 03-18- 25.docx iii. Potentilla verna should be swapped with the native Potentilla canadensis. This plant is tolerant of disturbed habitats and supports two specialized bees. P. canadensis is specified on revised sheets C-LS1 And C-LS2. iv. Juniperus virginiana should be added to the site plan to substitute for some of the Pinus strobus. This will provide healthy diversity. Junipers are added to the planting schedules and plans on revised sheets C- LS1 And C-LS2. v. Male plants of Myrica pensylvanica should be provided to produce fruit. Revised sheets C-LS1 And C-LS2 indicate to provide a minimum ratio of male plants on the project. b. Terminal peninsula trees shall be provided per Table 6.4.6A of our zoning regulations. There are three locations at the ends of the employee parking lot which require shade trees. Additional parking lot trees are added to terminal landscape areas indicated on revised sheet C-LS1. b. What measures will be taken to ensure landscaping is not damaged by snow storage? It is very likely that snow will be stored in areas beyond what is identified. Per Landscape Plan Note 4 on sheet C-LS1, snow shall be removed off site as needed during winter storm events. c. The callouts “PP” and “AG” for plants do not reference the plant list. Please revise. Plant codes are updated and verified on revised sheets C-LS1 And C-LS2. 5. Drawing C-LT1 a. Our lighting regulations require lights that are full cutoff. To assess this, please provide the BUG rating for the light fixtures. B-U-G ratings from the light manufacturer are added to the schedule on revised sheet C-LT1. Architectural & Design Review Committee Comments 1. Provide additional screening plantings along the southern boundary. Additional screening plantings are added to the southern boundary on revised sheet C-LS1. 2. Extend the proposed 8’ tall opaque fence to screen the water quality basin. The fence is extended to screen the water quality basin on revised sheet C-SP1. 3. Provide additional evergreen trees along the western boundary. Additional trees are added to the western boundary on revised sheet C-LS1. G:\jobs\5215\Docs\Applications\PZC\5215 PZC Narrative REVISED PRD 2025-04-01.docx P.O. BOX 1167 58 CONNECTICUT AVENUE, SUITE H SOUTH WINDSOR, CT 06074 PHONE: 860.291.8755 FAX: 860.291.8757 www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS | PLANNERS | SURVEYORS | LANDSCAPE ARCHITECTS Serving Connecticu t, Massachusetts, & Rhode Island Narrative Statement Site Plan Modification Application 555 Nutmeg Owner Limited Partnership 555 Nutmeg Road North Warehouse 555 Nutmeg Road North South Windsor, Connecticut DPI Project No. 5215 February 24, 2025 REVISED: April 01, 2025 Our client is Brian Ker, President of Snowball Developments, with offices in Brooklyn, New York. His firm’s primary business model is to acquire underperforming industrial assets, including warehouses, which are desperately in need of enhancement, and, with targeted investments, have the potential to attract and retain quality tenants, willing to pay higher lease rates, and thereby sustain a return on their investment over the short- and long-term. The subject 12.09 acre property, with 119,830 square feet of gross floor area1, at 555 Nutmeg Road North, is such an asset, and was acquired for $900,000.00 in early 2023. It was approved as a warehouse use in 1979 by the Planning & Zoning Commission, and since its construction in 1980, has been continually operated as a warehouse. Mr. Ker intends to retain the warehouse use. Any use change apart from a warehouse would require an additional approval from the Commission. Snowballs’ improvements not only address the needs of the present tenant, but also position the property for the overall industrial warehouse market under a variety of scenarios. Under the Town’s zoning regulations, these changes require a site plan modification application (as was recently the case with Aldi), i.e., requesting approval for revisions to the original approved warehouse plan. As with most developers, Snowball has created a separate entity to own this property, known as 555 Nutmeg Owner Limited Partnership, which is the applicant for this application. For this development, Mr. Ker has assembled the following design team: Clark Construction Incorporated, New Milford; Aldrich Construction Company Inc., Manchester (building general contractor); Lincoln Property Company, Hartford (construction management); Design Professionals, Inc, South Windsor (civil engineering, planning, landscape architecture, land surveying); F.A. Hesketh & Associates, Inc, East Granby (traffic engineering); GEI Consultants, Inc, Glastonbury (geotechnical engineering), and JMM Wetland Consulting Services, LLC, Newtown (wetlands & environmental). Of note, on March 19, the South Windsor Inland Wetlands Agency unanimously approved the wetlands application for the proposed improvements, and the Commission’s Architectural Design 1 Per Zoning definition of gross floor area which measures from the face of the exterior wall. Actual leasable floor area is less. G:\jobs\5215\Docs\Applications\PZC\5215 PZC Narrative REVISED PRD 2025-04-01.docx Review Committee also was favorably disposed toward the site improvements, with several recommendations. At 555 Nutmeg Road North, our client and his design team, with input from the tenant, identified the building and overall property deficiencies, as well as opportunities for improvements to result in a state-of-the art warehouse facility under current and anticipated market demand. For example, they readily determined that a 3,010 square feet building appendage off the southwest corner of the building was dysfunctional, underutilized, and required demolition, reducing the building size to 116,820 square feet, of which 109,270 square feet will remain warehouse, and 7,550 sq. ft. will remain office. Lot coverage, i.e., building coverage, has been reduced to 20.8% (50% allowed). That led the design team to see just how that removal could offer other advantages to meet contemporary tenant requirements. They concluded that there was an opportunity to then replace it with seven additional dock positions westerly of the current office projection and an access ramp at the northwest corner. In this ever-changing market, that’s a very good enhancement – attractive to a majority of prospective warehouse tenants. It also made possible the flexibility of a potential future change, which is to split the building down the middle into two equal tenant spaces, both with 50% of the current office space, 50% of the warehouse space, along with loading docks and an access ramp. The current tenant also wants the seven new dock positions spaces for operational efficiencies, e.g., trucks can pull up to the loading dock closest to where new tires are to be stored or retrieved. This change (new docks) became an early priority – to be undertaken in the First Phase, along with addressing maintenance issues with the 45 year old metal roof, gutter systems and repainting of the southerly façade. The Second Phase of improvements include many upgrades. Largest among those are to add a trailer and/or outdoor storage yard capacity. The current site has neither. Many tenants require one or both of these amenities. In that the property’s development encumbered only 33.8% of the land area, and the land to the west of the building was unused, the design team created a yard capable of storing up to 75 trailers for a day or even weeks at a time, until they are unloaded or needed, or a paved outdoor storage facility, or a combination thereof. Both require screening, as we will describe later in this narrative. The current tenant, US Autoforce (expected to continue as the tenant subject to site and building upgrades, as described herein), has only 22 employees at this location (note: sales force works remotely). The week’s business day for six of these staff members begins at 3 a.m. on Tuesday morning, when the single tractor trailer rig arrives from their hub warehouse center in Pennsylvania with a load of tires. This is repeated each morning through Saturday. That crew typically ends its shift on or before 12:30 p.m. This delivery, and departure, is to and from the west via Route 5. A second and third tractor trailer arrives later in the morning, Monday through Friday. These trucks also originate from the west, and return to the west via U.S. Route 5 (see truck route figures 1, 2, and 3 for routes of tractor trailers serving this facility). No truck queuing exists at this site. We know of no other warehouse of this size or larger in the community which has such a low tractor trailer traffic volume. They also operate two 26 foot box trucks, and eight 20 foot box trucks, for regional deliveries. Three of those trucks make a single trip each day, and the other seven make two delivery trips daily. Between ten and thirty US Autoforce customers, in pickups or vans, swing by daily to pick up orders for their customers. The daily truckload from the hub warehouse has tires which are pre-sold, and they are delivered to customers that morning. Other employees arrive between 6 a.m. and 8 a.m. and end their day between 3:30 and 5:30 p.m., and a half shift operates on Saturdays. G:\jobs\5215\Docs\Applications\PZC\5215 PZC Narrative REVISED PRD 2025-04-01.docx Obviously, under current operations/tenancy, the facility has no need for additional parking (only sixteen are striped, but a dozen others in front of the office are not, for a total of twenty-eight parking spaces). However, Snowball has the land area and impervious coverage capacity to increase the on-site passenger car spaces, as if this were a new warehouse on a vacant parcel, meeting the recently adopted parking standards, with a minor 10% reduction. Of course, expanding an existing 45 year old warehouse facility’s parking capacity to a new standard, during a time when it is undergoing improvements, including a building reduction, without any appreciable increase in employment, is not required of the applicant under zoning. If the site were, say, only six acres, rather than its 12+ acres today, and there was no extra land to increase the parking to the new standard, such a parking expansion could not and would not be possible or required. After all, the current tenant may increase its on-site employment over time, and Snowball wants the ability to meet the needs of most tenants into the future, without the necessity to return to the Commission for approval under a tight timeframe. The applicant does not want to be in a position where the building/facility is vacant while awaiting Town approvals, and then construction to bring it into a state where a tenant will sign a lease and occupy the site. Accordingly, the site plan increases the Phase II built parking to a total of 44 spaces, or an appreciable increase (multiplier of 1.57) from those presently available. This includes ten in front of the office area, three of which are to be EV spaces to meet the current standard, and five handicap-assigned, with 34 in a new lot across the access drive and separated from that drive, unlike the present case. The new lot (and future spaces in reserve) will be served by a painted crosswalk. That new parking lot has another 38 potential spaces (reserve spaces) to the east of the new lot, and an additional 54 spaces (reserve) to the west of it. The area for the 92 reserve spaces will remain in a natural state until needed, if ever. Phase II impervious coverage will be 58.8%, and if all of the reserve spaces were built, the parcel’s impervious coverage will settle in at 63.7% (65% allowed). Total parking would then be 136, or roughly 4.7 times that needed at the present employment level. Another important upgrade for a Snowball facility is for ease of commercial vehicle circulation, especially for larger WB-67 rigs. The design team has increased pavement to meet this goal. See Sheet C-D5 for the diagrams documenting the circulation capacity for fire apparatus, all fourteen dock positions, and for the trailer yard. Other site upgrades are being implemented at the request of the Fire Marshal and Fire Chief including an updated yard hydrant connection. The fourteen loading docks will be built or rebuilt and raised to the new larger standard to accommodate today’s tractor-trailer sizes and to facilitate unloading operations. Insofar as the property has had no appreciable improvements since the warehouse facility was constructed 45 years ago, the asphalt pavement is in poor condition, and will be replaced in Phase II beyond that completed in Phase I. Also, the entire metal roof is likely to warrant replacement within the next five years, which will be on or before the warehouse’s fifty-year mark. Our client’s budget for the first two phases of improvements is under $2 million. The building has a fire suppression system (sprinklers). As depicted in the attached exhibit, the 555 Nutmeg Road North warehouse property is 1,400 feet to the closest residential zone to the east (RR), 1,580 feet to the closest residential zone to the west (A-40), 2,560 feet to the nearest residential zone to the south (A-40), and 10,960 feet to the closest residential zone to the north (A-20). New warehouse facilities are required to be at least 500 feet from a residential zone. G:\jobs\5215\Docs\Applications\PZC\5215 PZC Narrative REVISED PRD 2025-04-01.docx Referencing the Commission’s zoning definition of a “warehouse” use in Section 11.10, Appendix J, the subject facility is indeed a “high cube warehouse” with a large system of racks for storage/consolidation of goods prior to their distribution. As is typical, it has high efficiency processing operations enabling inside workers to process orders that leave the building, and to store product in its racking system. The facility has a medium level of intensity as lower volume tires are kept in the warehouse for a maximum of four months (120 days), and pre-sold and other tires are stored for shorter periods, including less than a day, resulting in fewer issues with traffic congestion and queuing. After all, at present, on average only three tractor-trailer rigs deliver products to the warehouse tenant daily, obviously with no queuing issues. The warehouse building has an interior clear height of at least 24 feet (subject is 27.5 feet (the building’s sprinkler system for tire storage restricts the interior height to that level and no more). Consistent with the warehouse zoning definition, loading docks are only on one side of the warehouse. The building has a relatively small number of loading docks (7), to be increased to fourteen for reasons stated previously, albeit at a higher ratio than “usually” in the warehouse definition. This facility has limited hours of operation, generally Monday-Friday beginning in early morning to late afternoon (5:30 P.M.), although the tenant has a half shift on Saturday and no operations on Sundays. The facility is generally quiet from 5:30 P.M. to 3 A.M. The facility has fewer employees (22 at present, which could increase), and fewer number of parking spaces due to lower intensity. Distance from the closest residential zone is 1,400 feet to the east (no homes at that point). We do not expect any noise impacts, and air pollution should be to a minimum given the site’s volume of trucks. The “warehouse” definition is a better description for this ongoing use in operation for 45 years as a warehouse, approved by the PZC as a permitted warehouse in 1979, rather than applying the zoning definition for a “distribution center”, with far greater activity, employment, tractor- trailer trips, often loading docks on multiple sides and 24/7/365 hours of operation. We have applied as a site plan modification (and not as a special exception), as was the recent PZC application and approval for Aldi’s much larger and busier facility on Rye Street. Site improvements will impact approximately 7.8+ of the 12.0+ acre parcel. No wetlands will be directly altered by the plans. The submitted site plan meets all of the Industrial zone’s bulk, dimensional and other requirements. Site lighting is renovated to conform with current regulations. The selected lights are dark sky compliant. All abutting parcels, and the area around them, are similarly in the Industrial zone, and no buffers are required, in accordance with the zoning regulations. The topography gradually slopes from east to west. The existing pavement is cracked, spalled, broken, and pitted. Existing utilities are sufficient for current operation requirements. Site Access and Traffic Considerations Nutmeg Road North, originally known as the Town’s “North/South Industrial Road” and built to encourage industrial development, parallels U.S. Route 5 which leads to numerous interstate and closed access highways for truck traffic. Nutmeg Road North intersects with Strong Road 2,200 + feet north of the site and intersects with Governor’s Highway 800 + feet south of the site. The existing site driveway to Nutmeg Road North is proposed to be improved with the addition of a 15’ long, 12” wide white painted stop bar and stop sign. An expansion of the existing lane to the dock G:\jobs\5215\Docs\Applications\PZC\5215 PZC Narrative REVISED PRD 2025-04-01.docx area improves the on-site maneuverability of trucks. A crosswalk is added to the site to circulate pedestrians from the parking lot to the front door. Loading WB-67 trucks at the existing and added docks is screened by the building and the existing landscaping. Engineered turning maneuvers for WB-67 trucks indicated that access to both proposed loading areas can be accomplished without crossing striped standard parking and truck loading areas. Turning movements are included in the site plan submitted with this application. F.A. Hesketh & Associates’ Traffic Impact Statement concludes that, with no building expansion, the redevelopment does not generate new traffic based on analysis conducted per the Institute of Traffic Engineers (ITE) trip generation tabulation procedures. The project may increase the number of truck trips to the site from current low levels by improving building operation conditions, but because ITE analysis is based on the square footage of the existing building, and not current tenant truck trip generation, the Traffic Impact Statement does not consider the impact to be newly generated. The ITE analysis estimates, on average for a building of this size, a trip generation potential of 211 trips daily with a peak morning volume of 37 trips and a peak afternoon volume of 40 trips. The analysis estimates the warehouse will generate 66 daily truck trips as per the ITE trip generation manual. The Traffic Impact Statement concluded that because truck queuing does not occur under current site operations, it is also not anticipated. The additional dock doors and storage area alleviate potential queuing pressures. The report concludes that existing visibility and proposed maneuvering spaces are sufficient to not create nuisance or hazard. For further clarification, please see the Traffic Engineer’s report and conclusions. Landscaping Element Plans for landscaping include preserved stands of mature deciduous and evergreen trees along Nutmeg Road North which continue providing a visual screen of the building and parking areas. Plantings added to the site include ornamental trees along with native shrubs and low spreading groundcovers specified for planting in the new parking areas. Native shrubs and trees are selected for use at the parking lot perimeter and at the rear yard around at the back of the stormwater management basins. The selections enhance the perimeter screening while providing habitat value in the form of food and cover sources for wildlife, including pollinators. In order to more effectively screen the site, and in particular the trailer parking/outdoor storage yard, from the motoring public on John Fitch Boulevard and adjacent properties, DPI is depicting an 8 feet high opaque wooden fence, similar to that which was recently installed to the rear of Hartford Truck Equipment. That includes approximately 1,200 lineal feet of fence along the western property line, extending easterly along the two basins, and another 125 lineal feet westerly of the new loading docks. Permanent vegetative stabilization of the stormwater management basins is provided by installing specialized seed mixes for the water quality basin slopes and basin bottoms that will provide a diverse cover of grasses and other perennials and provide wildlife habitat and food. The infiltration basin is stabilized using warm-season turfgrass which can be maintained such that groundwater recharge rates can be maintained. Stormwater Management G:\jobs\5215\Docs\Applications\PZC\5215 PZC Narrative REVISED PRD 2025-04-01.docx The engineered stormwater drainage system will attenuate stormwater discharge rates and achieve water quality standards. This will be accomplished with the installation of surface wet water- quality basins as well as a dry infiltration basin and renovations of connections to the storm sewer system. The proposed design is consistent with the 2024 Connecticut Stormwater Quality Manual. The application identifies areas where snow storage will be located, and these areas will provide more than adequate on-site snow storage capacity and any excess will be removed from the site as needed to keep the stormwater management areas clear of snow, ice, and sediment, especially after major winter storm events. Soil Erosion and Sediment Control The application includes a complete soil erosion and sediment control plan which will protect the site and neighboring properties from potential erosion during construction. The plan is consistent with the 2024 Connecticut Guidelines for Soil Erosion and Sediment Control. Conclusion In summary and conclusion, Brian Ker of Snowball Developments has developed a plan in which the forty-five year old warehouse facility at 555 Nutmeg Road North can be transformed from an underperforming and obsolete facility into a state-of-the-art warehouse asset meeting demands of the contemporary marketplace. Targeted redevelopment investments include: 1) The demolition of a dysfunctional and underutilized building appendage, reducing the building to a total of 116,820 square feet, and replacing that building area with seven new truck dock positions; 2) Replacing all deteriorated asphalt pavement; 3) Raising and installing new docks to meet today’s requirements; 4) Correct deferred maintenance issues, as with the roof, gutter systems; 5) Consistent with the demands of many prospective tenants – add a trailer storage yard/outdoor storage capacity; 6) Expand the current 28 employee parking spaces by a multiplier of 1.57 to 44 spaces, 34 of which are in a new lot separated from the access drive, and design an additional 92 spaces, held in reserve, should future tenants require them. Of note - the current tenant, US Autoforce, is expected to remain and has only 22 employees at present; 7) Add pavement to improve commercial vehicle circulation; 8) Add extensive plant materials and 1,325 lineal feet of 8 feet high opaque fence to screen the facility from motorists on U.S. Route ; 9) Replace site lighting to conform with dark sky standards; 10) Add numerous trees, shrubs, grasses and other perennials to enhance the site’s aesthetics, while providing habitat value in the form of food and cover sources for wildlife, including pollinators; and 11) Install a modern engineered stormwater drainage system, including water quality basins and an infiltration basin, along with upgrades to the old systems, consistent with state and local standards. There is no doubt that this warehouse use, approved by the Planning & Zoning Commission in 1979 meets the zoning definition of a warehouse, and not that of a much more intensive distribution facility use. Mr. Ker and his design team look forward to presenting this site plan modification application to the Commission in the near term. Figure 1: Vehicle Routes to East as Mapped by Google Maps Figure 2: Vehicle Routes to North as Mapped by Google Maps Figure 3: Vehicle Routes to South as Mapped by Google Maps ©···esignrofessionalsesign rofessionals · · · esign rofessionals 21 EDWIN ROAD TREGLIA LOUIS 29700021 31 EDWIN ROAD JDIA REALTY LLC 29700031 300 GOVERNORS HIGHWAY ELECTRON TECHNOLOGIES CORPORATION 36900300 330 GOVERNOR HIGHWAY ELECTRO-METHODS INC 36900330 1049 JOHN FITCH BLVD PRIDE OPERATING LLC 47701049 1145 JOHN FITCH BLVD JFB LLC 47701145 1161 JOHN FITCH BLVD MANCHESTER PROPERTY GROUP LLC 47701161 1179 JOHN FITCH BLVD MIKE AND TONY AUTO SALES INC 47701179 444 NUTMEG ROAD G & S SCRAP REALTY LLC 65100444 519 NUTMEG ROAD ELECTRO-METHODS INC 65100519 528 NUTMEG ROAD JE SHEPARD COMPANY 65100528 540 NUTMEG ROAD MR SOUTH WINDSOR PROPERTIES LLC 65100540 560 NUTMEG ROAD 560 NUTMEG ROAD NORTH LLC 65100560 570 NUTMEG ROAD MR SOUTH WINDSOR PROPERTIES LLC 65100570 571 NUTMEG ROAD MJJ REALTY LLC 65100571 580 NUTMEG ROAD LRG LLC 65100580 585 NUTMEG ROAD SJD PROPERTY MANAGEMENT LLC 65100585 591 NUTMEG ROAD NUTMEG ROAD NORTH 591 LLC 65100591 595 NUTMEG ROAD NUTMEG ROAD NORTH 595 LLC 65100595 600 NUTMEG ROAD MR SOUTH WINDSOR PROPERTIES LLC 65100600 602 NUTMEG ROAD MR SOUTH WINDSOR PROPERTIES LLC 65100602 ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals· · · ’ · · · · ’ · · ·©···esignrofessionals ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals ‘’ STAKE TREES ONLY UPON THE APPROVAL OF THE LANDSCAPE ARCHITECT SEE STAKING DETAIL. WRAP TREE TRUNKS ONLY UPON THE APPROVAL OF THE LANDSCAPE ARCHITECT. SEE WRAPPING DETAIL. DO NOT HEAVILY PRUNE THE TREE AT PLANTING. PRUNE ONLY CROSSOVER LIMBS, CO-DOMINANT LEADERS, AND BROKEN OR DEAD BRANCHES. SOME INTERIOR TWIGS AND LATERAL BRANCHES MAY BE PRUNED; HOWEVER, DO NOT REMOVE THE TERMINAL BUDS OF BRANCHES THAT EXTEND TO THE EDGE OF THE CROWN. NOTE: FOR DIMENSIONS OF PLANTING AREAS, TYPES OF SOIL AMENDMENTS, OR SOIL REPLACEMENT, SEE "SOIL IMPROVEMENT DETAILS." NOTES: MARK THE NORTH SIDE OF THE TREE IN THE NURSERY, AND ROTATE TREE TO FACE NORTH AT THE SITE WHEN EVER POSSIBLE. SET TOP OF ROOT BALL FLUSH TO GRADE OR 25MM-50MM (1"-2") HIGHER IN SLOWLY DRAINING SOILS. MULCH RING, 1800MM (6') DIA. MIN. 2400MM (8') DIA. PREFERRED 50MM (2") MULCH. DO NOT PLACE MULCH IN CONTACT WITH TREE TRUNK. MAINTAIN THE MULCH WEED-FREE FOR A MIN. OF THREE YEARS AFTER PLANTING. EACH TREE MUST BE PLANTED SUCH THAT THE TRUNK FLARE IS VISIBLE AT THE TOP OF THE ROOT BALL. TREES WHERE THE TRUNK FLARE IS NOT VISIBLE SHALL BE REJECTED. DON'T COVER THE TOP OF THE ROOT BALL WITH SOIL. 100MM (4") HIGH EARTH SAUCER BEYOND EDGE OF ROOT BALL. REMOVE ALL TWINE, ROPE, WIRE AND BURLAP FROM TOP HALF OF ROOT BALL. REMOVE COMPLETELY IF SYNTHETIC IS USED. TAMP SOIL AROUND ROOT BALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOT BALL DOESN'T SHIFT. IF PLANT IS SHIPPED WITH A WIRE BASKET AROUND ROOT BALL, CUT THE WIRE BASKET IN FOUR PLACES AND FOLD DOWN 200MM (8") INTO PLANTING HOLE. PLACE ROOT BALL ON UNEXCAVATED OR TAMPED SOIL. 1.NO MULCH WITHIN 3" OF TREE TRUNK 2.THIS DETAIL ASSUMES THAT THE PLANTING SPACE IS LARGER THAN 2400 MM (8 FT.) SQUARE, OPEN TO THE SKY, AND NOT COVERED BY ANY PAVING OR GRATING. 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 DETAIL4Not to Scale TREE PROTECTION DETAIL3 ©···esignrofessionals 2 1 ©···esignrofessionals1" = 20' BUFFER CROSS SECTION 22 1" = 20' BUFFER CROSS SECTION 11 1" = 100' KEY MAP3 S4BC S4BC S2 S4 S4 W4 W4 S4 S4D S4S4 S4 S4 S4 S4 S4 W4W4W4 W4 W4 W4 W4 W4 W4 W4 W4 S4BC S4BC S4D 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 0.1 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 0.1 0.1 0.1 0.1 0.1 0.2 0.3 0.4 0.3 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.3 0.4 0.4 0.2 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 0.1 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0.1 0.1 0.1 0.2 0.3 0.3 0.4 0.3 0.3 0.2 0.1 0.1 0.1 0.1 0.1 0.2 0.3 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.3 0.4 0.8 1.4 1.8 2.3 2.5 2.4 2.6 2.4 2.4 2.5 2.0 1.7 1.1 1.0 1.4 1.9 2.3 2.5 2.3 2.5 2.4 2.4 2.5 2.0 1.6 0.9 0.4 0.2 0.1 0.1 0.0 0.0 0.0 0.00.0 0.0 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.3 0.4 0.6 0.7 0.6 0.4 0.3 0.2 0.1 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.2 0.2 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.4 0.7 1.1 1.5 1.9 2.1 2.1 2.2 2.1 2.2 2.1 1.7 1.4 1.1 1.0 1.2 1.5 1.9 2.1 2.1 2.1 2.1 2.1 1.9 1.6 1.2 0.8 0.5 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.1 0.2 0.3 0.3 0.4 0.6 0.6 0.6 0.7 0.7 1.1 1.3 1.1 0.8 0.6 0.6 0.6 0.7 0.4 0.3 0.3 0.4 0.6 0.6 0.5 0.3 0.2 0.2 0.1 0.1 0.1 0.1 0.2 0.2 0.3 0.4 0.3 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.3 0.4 0.3 0.3 0.3 0.4 0.6 0.9 1.2 1.4 1.4 1.5 1.5 1.7 1.6 1.5 1.4 1.1 1.0 0.9 1.0 1.2 1.4 1.4 1.6 1.6 1.5 1.4 1.3 1.3 1.0 0.7 0.4 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.1 0.3 0.5 0.7 0.9 1.4 1.7 2.0 2.7 3.0 3.5 3.1 3.6 3.0 2.8 2.0 1.8 1.7 1.3 1.0 0.9 0.8 1.0 1.2 0.9 0.6 0.4 0.3 0.2 0.2 0.2 0.2 0.2 0.4 0.6 0.7 0.6 0.4 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.4 0.6 0.7 0.6 0.4 0.4 0.5 0.6 0.8 0.9 0.9 0.9 1.2 1.4 1.6 1.3 1.1 1.0 0.9 0.9 1.0 0.9 1.0 1.0 1.1 1.5 1.6 1.5 1.1 0.9 0.9 0.8 0.6 0.5 0.3 0.2 0.1 0.1 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 0.00.0 0.0 0.0 0.1 0.5 0.9 1.2 1.5 1.9 2.2 2.4 3.1 3.5 3.3 3.3 3.3 3.5 3.2 2.5 2.3 2.4 2.3 2.4 3.2 3.0 3.5 2.7 2.4 1.6 1.4 1.0 0.9 0.9 0.8 0.7 0.8 0.8 1.2 1.3 1.2 0.8 0.8 0.7 0.8 0.9 0.8 0.7 0.8 0.8 1.2 1.3 1.2 0.9 0.9 0.9 1.1 1.4 1.3 1.2 1.4 1.5 1.8 2.0 1.7 1.5 1.5 1.4 1.5 1.6 1.5 1.5 1.6 1.5 2.0 2.1 1.9 1.6 1.4 1.3 1.2 0.9 0.6 0.4 0.2 0.2 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.1 0.1 0.7 1.4 1.9 2.1 2.2 2.4 2.4 2.6 2.7 2.6 2.8 2.7 2.8 2.8 2.5 2.5 2.6 2.6 2.8 3.4 3.6 3.5 3.4 3.5 3.7 3.1 2.2 1.9 1.9 1.9 2.1 2.9 3.2 3.5 3.1 3.5 3.2 2.9 2.0 1.8 1.9 1.8 2.1 2.9 3.2 3.6 3.1 3.5 3.3 3.0 2.2 2.1 2.2 2.2 2.4 3.4 3.6 3.8 3.5 3.7 3.6 3.2 2.4 2.2 2.3 2.3 2.5 3.4 3.7 3.8 3.6 3.7 3.7 3.2 2.2 1.8 1.3 0.7 0.4 0.3 0.2 0.3 0.3 0.3 0.4 0.4 0.4 0.3 0.3 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.00.0 0.0 0.1 0.1 0.9 2.3 2.5 2.4 2.5 2.5 2.4 2.5 2.4 2.2 2.4 2.4 2.7 2.9 2.7 2.8 2.8 2.9 2.9 3.1 3.1 3.1 3.3 3.0 3.2 2.8 2.3 2.1 2.1 2.1 2.2 2.9 3.2 3.0 3.1 2.9 3.2 2.8 2.2 2.1 2.1 2.1 2.2 2.9 3.2 3.0 3.2 3.0 3.2 2.9 2.3 2.2 2.3 2.3 2.4 3.0 3.2 3.0 3.3 3.0 3.2 2.8 2.4 2.3 2.3 2.3 2.5 3.0 3.3 3.1 3.5 3.1 3.3 2.9 2.3 1.9 1.3 0.8 0.5 0.3 0.2 0.3 0.6 0.9 0.9 1.1 1.0 0.9 0.5 0.3 0.1 0.3 0.2 0.2 0.1 0.0 0.00.0 0.0 0.1 0.2 1.0 3.6 3.1 2.8 2.6 2.4 2.1 2.1 1.9 1.9 2.0 2.2 2.5 2.9 3.0 3.1 3.2 3.4 3.5 3.4 3.1 3.1 3.0 2.8 2.8 2.5 2.2 2.0 1.9 2.0 2.0 2.3 2.4 2.3 2.4 2.3 2.4 2.3 2.0 2.0 2.0 2.0 2.0 2.3 2.4 2.3 2.4 2.3 2.4 2.4 2.1 2.1 2.1 2.1 2.1 2.4 2.4 2.4 2.5 2.3 2.4 2.4 2.2 2.1 2.1 2.2 2.2 2.6 2.6 2.6 2.8 2.7 2.9 2.7 2.3 2.0 1.4 1.0 0.8 0.9 1.1 1.2 1.4 1.5 1.7 2.0 1.9 1.9 1.8 1.5 1.3 1.0 0.6 0.3 0.2 0.1 0.10.0 0.1 0.1 0.3 1.1 3.4 3.1 2.7 2.5 2.1 1.9 1.8 1.6 1.7 1.8 2.1 2.4 2.8 3.1 3.2 3.3 3.4 3.6 3.4 3.2 3.1 2.9 2.7 2.6 2.4 2.0 1.9 1.8 1.8 1.9 2.1 2.0 1.9 2.0 1.9 2.0 2.1 1.9 1.9 1.9 1.9 2.0 2.1 2.0 1.9 2.0 1.9 2.1 2.2 2.0 2.0 2.0 2.0 2.0 2.2 2.0 1.9 2.0 1.9 2.1 2.2 2.0 2.0 2.0 2.1 2.1 2.4 2.3 2.3 2.5 2.6 2.8 2.9 2.6 2.3 1.6 1.1 1.1 1.6 2.1 2.7 3.7 4.7 5.4 6.4 5.7 5.1 4.1 3.1 2.2 1.6 0.9 0.4 0.2 0.1 0.10.0 0.1 0.2 0.5 1.3 3.6 3.1 2.6 2.3 1.8 1.5 1.3 1.2 1.3 1.4 1.8 2.2 2.7 3.0 3.2 3.4 3.4 3.6 3.4 3.2 3.1 2.9 2.6 2.3 2.1 1.8 1.6 1.6 1.6 1.7 1.8 1.6 1.5 1.5 1.5 1.6 1.8 1.7 1.7 1.7 1.7 1.8 1.8 1.6 1.5 1.5 1.5 1.6 1.8 1.8 1.8 1.7 1.8 1.8 1.8 1.6 1.6 1.6 1.6 1.7 1.8 1.8 1.8 1.7 1.8 1.9 2.0 2.0 2.1 2.4 2.6 2.8 3.0 2.9 2.5 1.6 1.1 1.3 1.8 2.4 3.4 4.3 5.5 6.0 5.7 5.7 5.4 4.2 3.4 2.4 1.7 1.1 0.5 0.2 0.1 0.10.0 0.0 0.1 0.2 0.5 1.4 3.4 3.3 2.6 2.2 1.5 1.2 1.0 0.9 1.0 1.2 1.5 2.0 2.5 3.0 3.4 4.2 3.8 4.1 3.8 3.2 3.1 2.6 2.1 1.7 1.6 1.4 1.3 1.3 1.3 1.4 1.3 1.2 1.2 1.1 1.2 1.2 1.3 1.4 1.3 1.3 1.4 1.4 1.3 1.2 1.2 1.1 1.2 1.2 1.4 1.5 1.5 1.4 1.5 1.5 1.4 1.3 1.3 1.3 1.3 1.3 1.4 1.5 1.5 1.5 1.5 1.6 1.6 1.6 1.9 2.2 2.5 2.7 2.8 2.9 2.6 1.4 0.9 1.2 1.6 2.1 2.7 3.0 3.2 2.9 2.9 2.7 2.9 2.7 2.4 1.9 1.3 0.8 0.4 0.2 0.1 0.10.0 0.0 0.1 0.1 0.4 1.2 3.4 3.0 2.4 2.1 1.5 1.1 0.8 0.8 0.8 1.0 1.3 1.8 2.1 2.8 3.3 4.2 3.5 4.1 3.9 3.1 2.6 2.1 1.7 1.4 1.2 1.1 1.0 1.0 1.0 1.0 0.8 0.8 0.8 0.8 0.8 0.8 0.8 1.0 1.0 1.0 1.0 1.0 0.8 0.8 0.8 0.8 0.8 0.8 1.0 1.2 1.3 1.3 1.3 1.2 1.1 1.2 1.3 1.3 1.2 1.1 1.3 1.5 1.5 1.4 1.4 1.5 1.4 1.5 1.7 2.0 2.3 2.6 2.7 3.3 3.2 1.3 0.8 0.9 1.1 1.3 1.4 1.5 1.5 1.3 1.4 1.3 1.3 1.3 1.0 0.8 0.6 0.5 0.3 0.2 0.1 0.00.0 0.0 0.1 0.1 0.2 1.2 3.7 3.0 2.5 2.0 1.3 0.8 0.6 0.6 0.7 0.9 1.2 1.6 2.0 2.5 3.1 4.2 4.4 4.8 3.7 2.9 2.4 1.9 1.5 1.1 1.0 0.9 0.8 0.7 0.7 0.6 0.6 0.5 0.5 0.5 0.5 0.5 0.5 0.6 0.7 0.7 0.7 0.6 0.5 0.5 0.5 0.5 0.6 0.6 0.8 1.0 1.3 1.6 1.5 1.2 1.2 1.3 1.6 1.5 1.2 1.3 1.4 1.7 1.9 1.6 1.7 1.7 1.7 1.7 1.7 1.8 2.0 2.4 2.7 3.5 3.6 1.2 0.7 0.6 0.6 0.4 0.4 0.3 0.3 0.3 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.00.0 0.0 0.1 0.1 0.2 1.2 2.7 2.6 2.2 1.9 1.4 0.9 0.7 0.6 0.6 0.8 1.1 1.5 1.9 2.5 3.3 4.0 4.1 4.4 3.8 2.9 2.3 1.8 1.4 1.0 0.8 0.7 0.6 0.6 0.5 0.4 0.4 0.4 0.4 0.4 0.3 0.3 0.4 0.4 0.5 0.5 0.5 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.6 1.0 1.4 2.0 2.0 1.2 1.2 1.1 1.5 1.5 1.3 1.4 1.4 1.8 1.9 1.6 1.5 2.3 2.3 2.0 1.7 1.7 1.8 2.1 2.4 3.2 3.6 1.2 0.7 0.5 0.4 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.00.0 0.0 0.0 0.1 0.1 0.9 1.7 2.1 1.9 1.6 1.3 1.0 0.7 0.6 0.6 0.8 1.1 1.6 1.8 2.4 2.9 3.9 3.8 4.2 3.5 2.6 2.2 1.7 1.3 0.9 0.7 0.6 0.5 0.4 0.4 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.5 1.0 1.5 2.4 2.8 1.7 1.7 1.5 1.3 0.2 1.6 1.8 2.0 2.2 2.4 2.1 2.0 3.2 2.7 2.1 1.6 1.5 1.7 2.2 2.6 3.2 3.2 1.4 0.8 0.5 0.3 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 0.00.0 0.0 0.0 0.1 0.2 0.8 1.3 1.6 1.7 1.5 1.2 0.9 0.7 0.6 0.7 0.8 1.1 1.5 2.0 2.5 2.9 3.8 3.1 3.8 3.5 2.7 2.3 1.8 1.3 0.9 0.6 0.5 0.4 0.4 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.5 1.0 1.3 2.3 2.4 0.7 0.7 1.0 1.0 0.9 0.9 1.7 1.9 1.2 1.2 2.4 2.5 1.8 1.6 1.6 1.7 2.0 2.4 3.1 3.6 1.2 0.7 0.4 0.3 0.2 0.1 0.1 0.1 0.1 0.0 0.00.0 0.0 0.0 0.1 0.2 0.7 1.3 1.4 1.6 1.4 1.2 0.9 0.7 0.6 0.7 0.8 1.1 1.6 2.1 2.3 2.5 3.0 2.8 3.0 2.8 2.4 2.3 1.9 1.4 0.9 0.6 0.4 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.5 0.4 0.4 0.4 0.4 0.4 0.5 0.7 0.6 0.5 0.4 0.5 0.6 0.7 0.7 0.7 1.0 1.2 1.8 1.4 1.6 1.5 1.2 1.6 1.6 1.7 2.1 2.4 3.2 2.9 0.8 0.4 0.3 0.3 0.2 0.1 0.1 0.1 0.0 0.00.0 0.0 0.0 0.0 0.1 0.1 0.7 1.5 1.9 1.9 1.6 1.3 1.0 0.7 0.7 0.7 0.9 1.2 1.6 1.8 1.9 2.0 2.2 2.1 2.2 2.2 2.0 1.9 1.7 1.4 1.0 0.7 0.4 0.3 0.3 0.3 0.3 0.5 0.5 0.6 0.8 0.7 0.7 0.7 0.8 0.7 0.9 1.1 1.0 0.8 0.8 0.8 0.9 1.1 1.1 1.0 1.3 1.4 1.8 1.8 1.6 1.2 2.0 1.7 1.6 1.8 2.1 2.3 3.0 2.7 0.5 0.2 0.2 0.3 0.2 0.1 0.1 0.0 0.00.0 0.0 0.0 0.0 0.1 0.1 0.9 2.3 2.4 2.1 1.8 1.4 1.0 0.7 0.6 0.7 0.8 1.1 1.4 1.6 1.7 1.8 1.9 2.0 2.0 1.9 1.8 1.7 1.5 1.2 0.9 0.7 0.5 0.3 0.3 0.2 0.4 0.7 0.8 1.1 1.2 0.6 0.9 0.9 1.0 0.9 1.1 1.1 1.1 0.9 1.0 1.0 1.1 1.2 1.2 1.2 1.5 1.7 2.0 1.8 2.1 1.9 1.7 1.5 1.7 1.8 1.9 2.1 1.8 0.5 0.1 0.1 0.2 0.1 0.1 0.1 0.0 0.00.0 0.0 0.0 0.0 0.1 0.2 0.9 3.4 3.0 2.4 1.9 1.3 0.8 0.6 0.6 0.7 0.8 1.0 1.3 1.4 1.5 1.6 1.7 1.9 1.8 1.6 1.6 1.5 1.4 1.1 0.9 0.7 0.5 0.4 0.3 0.2 0.3 0.6 0.9 1.2 1.6 0.7 1.3 1.4 1.6 1.5 1.6 1.3 1.6 1.5 1.6 1.5 1.6 1.4 1.6 1.7 2.0 2.0 1.9 1.4 1.5 1.9 1.5 1.5 1.3 1.4 1.5 1.6 1.6 1.3 0.4 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.00.0 0.0 0.0 0.1 0.1 0.3 1.0 3.3 3.0 2.4 1.9 1.3 0.9 0.7 0.7 0.7 0.9 1.0 1.3 1.5 1.6 1.6 1.8 1.9 1.9 1.7 1.6 1.5 1.4 1.1 0.8 0.6 0.5 0.3 0.3 0.2 0.3 0.7 0.9 1.4 1.4 0.6 1.1 0.9 0.9 0.9 1.3 1.1 1.3 1.0 0.8 0.8 1.2 1.1 1.2 1.0 0.9 0.7 1.1 0.9 1.6 1.5 1.2 1.1 1.0 1.0 1.1 1.1 1.2 0.9 0.4 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.1 0.2 0.4 1.2 3.5 3.0 2.4 1.9 1.3 0.9 0.7 0.7 0.7 0.9 1.1 1.4 1.6 1.8 1.9 1.9 2.0 2.0 1.9 1.8 1.7 1.5 1.2 0.9 0.6 0.4 0.3 0.3 0.2 0.3 0.7 0.9 1.4 1.2 0.0 0.0 0.0 0.1 0.2 0.5 1.2 3.4 3.2 2.4 2.0 1.2 0.9 0.7 0.6 0.7 0.8 1.1 1.5 1.8 2.0 2.1 2.3 2.2 2.3 2.2 2.0 1.9 1.7 1.3 0.9 0.6 0.4 0.3 0.2 0.2 0.4 0.7 1.0 1.2 1.5 0.0 0.0 0.0 0.1 0.1 0.3 1.1 3.4 2.9 2.4 2.0 1.4 1.0 0.7 0.6 0.6 0.8 1.1 1.6 2.0 2.3 2.6 3.3 2.9 3.2 3.0 2.4 2.3 1.8 1.3 0.8 0.5 0.3 0.2 0.2 0.2 0.5 0.9 1.1 1.4 1.4 0.0 0.0 0.0 0.1 0.1 0.2 1.0 3.6 3.1 2.5 2.0 1.4 0.8 0.6 0.5 0.6 0.7 1.0 1.5 1.8 2.4 2.8 3.7 2.9 3.7 3.4 2.6 2.2 1.6 1.2 0.8 0.5 0.3 0.2 0.2 0.2 0.5 0.9 1.1 1.4 1.4 0.0 0.0 0.1 0.1 0.1 0.2 1.1 2.7 2.7 2.3 2.0 1.5 1.0 0.7 0.5 0.5 0.7 1.0 1.5 1.7 2.2 2.8 3.8 4.0 4.4 3.4 2.5 2.0 1.6 1.2 0.8 0.5 0.3 0.2 0.2 0.2 0.4 0.7 1.0 1.2 1.5 0.0 0.0 0.1 0.1 0.2 0.2 0.9 1.7 2.2 2.1 1.8 1.5 1.1 0.8 0.6 0.6 0.7 1.0 1.4 1.8 2.4 3.1 3.9 3.8 4.2 3.7 2.7 2.1 1.6 1.1 0.8 0.5 0.4 0.3 0.2 0.2 0.4 0.7 0.9 1.4 1.2 0.0 0.0 0.1 0.1 0.2 0.4 0.9 1.4 1.7 1.9 1.7 1.4 1.0 0.7 0.6 0.6 0.7 1.0 1.5 1.7 2.3 2.8 3.8 4.0 4.3 3.4 2.5 2.0 1.6 1.2 0.8 0.5 0.3 0.3 0.2 0.2 0.3 0.7 0.9 1.4 1.2 0.0 0.0 0.0 0.1 0.3 0.5 0.9 1.3 1.6 1.8 1.7 1.5 1.1 0.7 0.6 0.6 0.7 1.0 1.5 1.9 2.4 2.8 3.7 2.9 3.7 3.4 2.6 2.2 1.6 1.2 0.8 0.5 0.3 0.2 0.2 0.2 0.4 0.7 1.0 1.3 1.5 0.0 0.0 0.0 0.1 0.3 0.7 1.1 1.5 1.7 1.8 1.8 1.5 1.1 0.8 0.6 0.6 0.8 1.1 1.6 2.0 2.4 2.6 3.2 2.9 3.1 2.9 2.4 2.3 1.8 1.3 0.8 0.5 0.3 0.2 0.2 0.2 0.5 0.9 1.2 1.5 1.4 0.0 0.0 0.0 0.0 0.2 0.7 1.4 1.8 1.8 2.0 2.0 1.6 1.2 0.9 0.8 0.7 0.9 1.1 1.5 1.8 2.0 2.0 2.2 2.1 2.2 2.1 1.9 1.9 1.7 1.3 0.9 0.6 0.4 0.3 0.2 0.3 0.5 1.0 1.2 1.5 1.4 0.0 0.0 0.0 0.1 0.1 0.4 1.3 2.1 2.3 2.3 2.1 1.7 1.5 1.1 0.9 0.9 0.9 1.0 1.3 1.5 1.7 1.8 1.8 1.8 1.9 1.8 1.7 1.6 1.4 1.1 0.9 0.6 0.5 0.3 0.3 0.3 0.5 0.8 1.1 1.3 1.6 0.0 0.0 0.0 0.1 0.1 0.1 0.7 2.7 3.3 2.6 2.1 1.8 1.6 1.4 1.1 1.0 0.9 0.9 1.0 1.2 1.3 1.3 1.4 1.6 1.6 1.4 1.4 1.3 1.2 1.0 0.8 0.6 0.5 0.4 0.4 0.4 0.5 0.9 1.0 1.5 1.2 0.0 0.0 0.1 0.1 0.1 0.2 0.3 1.5 3.2 2.9 2.4 2.2 1.8 1.7 1.4 1.1 1.0 0.9 0.9 1.0 1.0 1.0 1.1 1.1 1.2 1.2 1.2 1.2 1.0 0.9 0.8 0.7 0.6 0.6 0.5 0.5 0.7 1.0 1.1 1.6 1.2 0.0 0.1 0.1 0.2 0.2 0.4 0.8 3.2 3.1 3.0 2.3 2.0 1.8 1.7 1.4 1.3 1.1 1.0 0.9 0.9 0.9 1.0 1.0 1.1 1.2 1.2 1.2 1.1 1.0 0.9 0.9 0.8 0.7 0.7 0.8 0.9 1.2 1.3 1.5 1.6 0.0 0.1 0.1 0.2 0.2 0.4 0.8 1.5 3.5 3.2 2.6 2.4 2.2 2.0 1.8 1.6 1.4 1.2 1.1 1.1 1.1 1.1 1.2 1.4 1.5 1.5 1.5 1.5 1.3 1.2 1.1 1.1 1.1 1.0 1.2 1.3 1.6 1.6 1.7 1.6 0.1 0.1 0.1 0.2 0.4 0.6 0.9 1.7 3.3 3.0 2.4 2.3 2.1 2.1 2.0 1.8 1.6 1.6 1.5 1.4 1.5 1.6 1.8 1.9 1.9 1.9 1.9 1.7 1.6 1.5 1.5 1.5 1.5 1.6 1.7 1.8 1.7 1.8 1.6 0.0 0.1 0.1 0.1 0.3 0.4 0.5 0.7 2.6 2.7 2.1 2.0 2.1 2.1 2.1 2.1 2.0 1.8 1.7 1.7 1.8 2.0 2.1 2.1 2.2 2.2 2.2 2.1 1.9 1.8 1.8 1.8 1.9 2.0 1.8 1.8 1.7 1.6 1.6 0.0 0.1 0.1 0.2 0.2 0.2 0.3 1.0 1.8 1.9 1.8 1.8 1.9 2.1 2.2 2.3 2.1 2.1 2.2 2.1 2.4 2.4 2.3 2.4 2.3 2.3 2.4 2.3 2.2 2.2 2.2 2.3 2.1 1.8 1.9 1.6 1.8 1.3 0.0 0.1 0.1 0.2 0.2 0.1 0.2 0.4 1.2 1.4 1.4 1.5 1.7 2.0 2.2 2.6 2.5 2.6 2.6 2.6 2.7 2.5 2.4 2.5 2.5 2.5 2.9 2.8 2.8 2.9 2.7 2.8 2.3 1.9 1.9 1.6 1.8 1.3 0.0 0.1 0.1 0.2 0.1 0.1 0.2 0.6 0.9 1.0 1.2 1.6 1.9 2.4 3.3 3.3 3.1 3.1 3.3 3.5 2.8 2.5 2.5 2.4 2.7 3.6 3.3 3.3 3.2 3.2 3.4 2.5 1.9 1.8 1.6 1.5 1.5 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.3 0.5 0.6 0.9 1.2 1.5 2.0 2.6 2.7 3.2 3.1 2.9 2.8 2.3 1.9 1.8 1.6 1.5 1.6 1.4 1.8 1.7 1.4 1.4 1.3 1.1 1.3 1.2 1.3 1.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.4 0.5 0.5 0.5 0.4 0.7 1.0 1.1 0.8 0.5 0.5 0.5 0.6 0.4 0.3 0.4 0.6 0.9 0.9 0.6 0.4 0.2 0.3 0.6 0.6 0.5 0.5 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 0.2 0.2 0.4 0.6 0.6 0.4 0.3 0.2 0.1 0.1 0.1 0.2 0.2 0.3 0.4 0.5 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.2 0.3 0.3 0.3 0.3 0.2 0.1 0.1 0.1 0.1 0.1 0.2 0.3 0.3 0.3 0.3 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.2 0.1 0.1 0.1 0.1 0.2 0.2 0.1 0.1 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 0.1 0.1 0.1 0.1 0.1 0.1 0.1 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 0.1 0.1 0.1 0.1 0.1 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 Luminaire Schedule Qty Label Luminaire Watts Total Watts Arrangement LLF Description 2 S4D 217.3 869.2 Back-Back 0.900 (2 @ 180) Beacon VP-ST-2-72L-210-3K7-4W-UNV-x TOF @ 25FT AFG 4 S4BC 210 840 Single 0.900 Beacon VP-ST-2-72L-210-3K7-4W-UNV-x-BC TOF @ 25FT AFG 10 S4 217.3 2173 Single 0.900 Beacon VP-ST-2-72L-210-3K7-4W-UNV-x TOF @ 25FT AFG 1 S2 217.3 217.3 Single 0.900 Beacon VP-ST-2-72L-210-3K7-2-UNV-x TOF @ 25FT AFG 13 W4 28 364 Single 0.900 Beacon RWL1-48L-25-3K7-4W-UNV-x Wall Mounted @ 16FT AFG Calculation Summary Label Units Avg Max Min Avg/Min Max/Min Grid Height Site Fc 1.15 6.4 0.0 N.A.N.A.0 Parking & Drive Lane Fc 1.74 6.4 0.2 8.70 32.00 B-U-G RATING B2-U0-G4 B2-U0-G4 B2-U0-G4 B3-U0-G3 B1-U0-G1 ©···esignrofessionalsILLUMINATE LIGHTING CONTACT: MYLES SIMON DIRECT LINE: (860) 655-8099 EMAIL: msimon@illuminatene.com 333 Pleasant Valley Road South Windsor, CT 06074 (860) 282-0597 ©···esignrofessionalsILLUMINATE LIGHTING CONTACT: MYLES SIMON DIRECT LINE: (860) 655-8099 EMAIL: msimon@illuminatene.com 333 Pleasant Valley Road South Windsor, CT 06074 (860) 282-0597 ©···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 PAVEMENT SECTION - STANDARD1 Not to Scale MONOLITHIC CONCRETE CURB & WALK2 Not to Scale DUMPSTER PAD SECTION5 Not to Scale DUMPSTER PAD PLAN6 Not to Scale DUMPSTER ENCLOSURE SECTION7 Not to Scale CONCRETE DOCK APRON4Not to Scale BITUMINOUS CONCRETE LIP CURB3 Not to Scale CHAIN LINK GATE8 Not to Scale HDPE FLARED END11 Not to Scale FLARED END TRASH GUARD9 Not to Scale HDPE FLARED END W/ CONCRETE ANCHORING10 Not to Scale TYPE A & B RIPRAP APRON12 ©···esignrofessionalsNot to Scale STANDARD CATCH BASIN TOPS5 Not to Scale STORM DRAIN TRENCH SECTION3 Not to Scale MANHOLE FRAME & COVER4 Not to Scale DETENTION BASIN SPILLWAY6 Not to Scale WATER QUALITY UNIT - S68 Not to Scale DRAIN MANHOLE1 Not to Scale HYDRANT ASSEMBLY2 Not to Scale PAVED LEAK OFF7 Not to Scale OPAQUE WOOD FENCE9 Not to Scale BITUMINOUS CONCRETE PAVEMENT SECTION - HEAVY DUTY10 GEI TEST PIT LOCATION DATA (TP-1)1 ©···esignrofessionalsGEI TEST PIT LOCATION DATA (TP-2)2 GEI TEST PIT LOCATION DATA (TP-3)3 GEI TEST PIT LOCATION DATA (TP-4)4 GEI TEST PIT LOCATION DATA (TP-5)5 GEI TEST PIT LOCATION DATA (TP-6)6 GEI TEST PIT LOCATION DATA (TP-7)7 GEI TEST PIT LOCATION DATA (TP-8)8 ©···esignrofessionals 1395 Tolland Turnpike Manchester Connecticut 06042-1632 860.647.7544Elev-1Date: 2/17/25Scale: 1" = 10'-0"555 Nutmeg Road North South Windsor, CT 06074 1395 Tolland Turnpike Manchester Connecticut 06042-1632 860.647.7544A-1Date: 2/17/25Scale: 1" = 40'-0"555 Nutmeg Road North South Windsor, CT 06074 esignrofessionals©····· · · G:\jobs\5215\Engineering\Stormwater\5215 - Drainage Supplemental Report.docx 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 April 2, 2025 Jeff Doolittle, P.E. Town Engineer 1540 Sullivan Ave. South Windsor, CT 06074 Re: Stormwater Management Report Supplemental Updated Storm Sewer Analysis & Compliance to Stormwater Quality Standards App. #25-11P ~ 555 Nutmeg Road North – Site Plan Modification Dear Mr. Doolittle: This letter is intended to serve as a supplemental to the Storm Sewer Collection System section of our previously submitted Stormwater Management Report for App. #25-11P entitled “Stormwater Management Report ~ Nutmeg Road North ~ 555 Nutmeg Road North ~ South Windsor, Connecticut ~ Dated February 4, 2025 and revised to February 24, 2025”. Results of new Storm Sewer Analysis results considering newly proposed updates to the onsite stormwater conveyance system are discussed. For more information, please refer to the plans entitled “555 Nutmeg Road North ~ Site Plan Modification ~ 555 Nutmeg Road North ~ South Windsor, CT” prepared by Design Professionals, Inc., and dated February 4, 2025, as amended. Storm Sewer Collection System The existing subsurface stormwater collection and conveyance system for the site was modelled and compared to the proposed design. The results revealed that the existing system is noncompliant to the guidelines set forth in the Connecticut Department of Transportation’s Drainage Manual and Standard 2 of the 2024 Connecticut Stormwater Quality Manual. The latest site plan calls for the removal and replacement of existing storm drainage pipes with larger pipes to improve the non-compliant condition. The pipes were increased to the largest pipe size feasible for install at the two (2) existing catchbasin locations. The proposed condition was found to be an improvement to the existing condition, but the design requirements for pipes to be sized to have capacity to convey the 10-yr design storm while providing 1 foot of free board, was not achievable due to shallow inverts of the existing receiving catchbasins on and off-site site, and limited ability to provide cover over a larger pipes. To mitigate against potential ponding, surface grading was designed to facilitate spillover to the proposed water quality and infiltration basin before ponding would exceed the finished floor elevations. See Attachment A for existing and proposed condition Storm Sewer Analysis results. Discussion on Storm Sewer Analysis Results & Conclusion The current tenant of the warehouse building has not expressed any concern of ponding in the pavement area on the south side of the warehouse. The total drainage area and flow rate to the existing stormwater conveyance system is also proposed to be reduced from current conditions. Although some of the proposed pipes show an over capacity condition and less than 1’ of freeboard, it is DPI’s opinion that the proposed stormwater management system as discussed herein and shown on the referenced plans is the most feasible improvement to the existing stormwater conveyance system and should not pose any detrimental impacts to the surrounding stormwater conditions. Please contact us with any questions. Sincerely, DESIGN PROFESSIONALS, INC. Daniel H. Jameson, P.E. Director of Engineering Attachment A (In Place of February 24, 2025 Report Appendix E) Storm Sewer Analysis From:Doolittle,Jeffrey Sent:Tuesday,April 8,2025 3:25 PM To:Daniel Jameson Cc:Lipe,Michele;Russo,Justin Subject:RE:[External]555 Nutmeg Road Stormwater Reports Hi Daniel, Thank you for sending over the response to my comments dated March 10,2025. i have a few outstanding comments to be addressed. 1.The Stormwater Report Supplement shows the l8”pipe between EXCBI and EXCBz does not have enough ca pacity for the expected 10 year storm flow.i suggest the slope or size of this pipe be increased to provide adequate flow capacity. 2.It appears the bottom of the infiltration basin could be lowered to elevation 71.4 based on the numbers you provided forthe estimated seasonal high GW level and 3 ft vertical separation. 3.lthink stormwater needs to have more direct paths from the forebay swale to the infiltration basin (because of the long swale and flat elevations)and there should be 3-4 additional stone leak-offs between the forebay and infiltration basin at about elevation 72.1.This will allow for the most infiltration possible. 4.The notes for concrete mix on sheets C-Dl and C-D2 need to be revised to specify 4400 psi concrete (CT DOT mix PCC04460) These comments can be addressed on the final plans as a condition of approval. Let me know if you have any questions. Thanks Jeffrey Doolittle,P.E. Assistant Director of Public Works/Town Engineer Town of South Windsor 1540 Sullivan Avenue South Windsor Ct 06074 860—644—2511 ext 2245 From:Daniel Jameson <DJameson@designprofessionalsinc.com> Sent:Tuesday,April 8,2025 9:14 AM To:Doolittle,Jeffrey <Jeffrey.Doo|ittle@southwindsor—ct.gov> Subject:[External]555 Nutmeg Road Stormwater Reports Good morningJeff, The last submitted complete Stormwater report,response to your comments,and most recently submitted supplemental Stormwater report can be downloaded from the following link: ,....S tormwate_r Reports to Jeff D The storm sewers analysis in the supplemental report supersedes the analysis results in the response to comments letter.Feelfree to give me a call if you would like to discuss anything further. Appl #25-11P, 555 Nutmeg Road North Regular Meeting 4/8/25 Planning Department Report 1. This is a request for site plan modification to add loading dock doors on the existing building and to add additional car and trailer parking for 75 trailers, on property located at 555 Nutmeg Road North, I zone. 2. The existing property currently contains a metal industrial building, small parking area, and 7 loading docks with a drive-in bay leased by U.S. AutoForce. The company uses this site to store and distribute automotive goods such as tires, lubricants, and other parts. It was original approved in 1979 under the warehouse regulations. A narrative has been provided to you describing the expansion proposal. 3. Staff have questioned the applicant as to whether the facility is operates more like a distribution facility than a warehouse - noting that however it approved will affect how future tenants can operate. We understand its original approval as a warehouse – but at the time we did not have the definitions we have today (essentially having definitions for warehouse types). Some of the questions we raised about the use result from: the proposed finished condition of the site (14 total loading dock doors, 1 drive-in bay, 75 truck trailer parking spaces, and a total of 44 passenger car parking spaces). The applicant’s narrative explains their position for treated it as a warehouse expansion. 4. Section 11.10 Appendix J of our regulations address the definition of a warehouses and distribution centers. It is up to the PZC to ultimately determine the use category. If it is determined to be considered a distribution facility, a special exception application would be required. 5. The proposed condition of the site appears to comply with our zoning regulations. Lot coverage is demonstrated as 20.8%; 50% allowed. Impervious coverage, even when considering the full build-out of reserve parking is 63.7%; 65% allowed. Lot area, frontage, yard setbacks, and building height appear to comply. 6. Planning staff have reviewed the traffic impact statement and have asked the applicant to address the impact that a 75-space truck trailer parking lot and 14 loading dock doors will have. The traffic study states that since the building is not expanding, new traffic will not be generated. While the current lessee of the building may have a low intensity use, there is the potential for future lessees with more intense operations to move into this space and take full advantage of the proposed improvements. Can you explain? 7. A vehicle routing plan has been provided to show anticipated movements of tractor trailers to and from the site. The primary direction for all traffic is towards Route 5. 8. Per our regulations, the applicant is required to coordinate with the Connecticut Department of Energy and Environmental Protection regarding compliance with the Natural Diversity Data Base. This will be performed when the project applies for a general permit for construction activity stormwater discharge. 9. The applicant’s narrative states that excess snow will be removed from the site. I wonder where the excess snow will be deposited, considering its likelihood to be laden with de-icing chemicals. 10. 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. Commissioners may want to inquire if these lights will be on a timer to turn on/off at the start/end of employee shifts. This would avoid unnecessary lighting and energy usage. 11. Revisions to landscaping per my original comments have been addressed. The applicant’s agent is now providing a variety of native trees, shrubs, and perennials which will hopefully provide some habitat for our local fauna. 12. The applicant has submitted fire truck maneuvering studies and has been working with the Fire Marshal and Fire Chief regarding on-site improvements such as hydrant connections. There are currently no concerns to note. 13. There are regulated wetlands on this site. The Inland Wetlands Agency and Conservation Commission approved this application at their March 19 meeting with standard approval conditions including the incorporation of comments regarding landscaping for the wetland restoration and enhancement plan into final plans and the collection of bonds in the amount of $20,000 for establishment and maintenance of erosion and sediment controls and $20,000 for the installation of stormwater structures. Additionally, comments about the stormwater drainage and design provided by the Town Engineer dated 3/10/2025 shall be incorporated into the final plans. 14. Site plans have been reviewed by the Architecture & Design Review Committee. The following recommendations by the Committee have been fully addressed by the applicant: • Provide additional screening plantings along the southern boundary. • Extend the proposed 8’ tall opaque fence to screen the water quality basin. • Provide additional evergreen trees along the western boundary. Engineering comments (if any) will be read into the record. If this application is approved, the Planning Department has no additional comments. Respectfully, Justin F. Russo, PLA 52:uncoo.53..:.:_mESZvsomwar—5:2mmmmmDOEmmmEx/EHMOZQ<Om@mEEDZmmmm._._m=._xmmtmExwm._._m=._xNm._._m=._xm..HH.1:ai...2 m_u:a_mm£c:m.moA<E<wE<mG<2_<mnnmwOmOxmn<E<mm<m6<2_<mnGZFQXNa‘.:3.95:3.3€E>/"2:;LtcZtccmwwEHzzmmm$E¢OZQ<OzOmEEDZ w_a:c_mm£9.:Ewa:5gutEa:z<4n20_._.<h2m5_nmmw20—mOmw£3213mmoEEZmmmEEmOZQ<OmUmEFDZ mmmmmg mm m va‘slmctn wmw -malm“V %11mm3“ ® EUFfER (ROSS SECI'ION 2 ® W 3 A \J _”mm,EwmWmw.umsaEn:;;vmn mom:mm mswm3m.w.Hwou avoH 93mm $;i3 agamma?muE sign&!ilnessoans VIEwoF EXISTING oocxs VIEwoF soTuHWE$1 coRENR 555 GNUTME AROD NOTRH WARHSEOUE IEwoFv souTHEAsr CORERN EAST LOADING DOCK STORAGE AREA CIRCULATION m-1 m—qm m-m—wm .mmmr—wu-w.mum nun...“m n—Am—«u smwssawusgsa _mumw m.mm m;as'muoN avou 53mm $n;m;E ?.o EWmmm"momm.w,'w sNo‘E‘u/Ta‘um .I gHHmH—Maé ‘w HmHm ‘ ...... EXHlBlTC EXHBIIT C EXHIBITC EXHIBIT C §7‘,1.:1..‘1,1‘r‘t,.Vw.1. PLANNING DEPARTMENT CERTIFIED MAIL #7022 2410 0000 6508 7051 April 11,2025 Ted Weber,PLA Design Professionals,Inc. 58 Connecticut Avenue.Suite H South Windsor.CT 06074 Dear Mr‘Weber: Re:Appl.25—1 1P.555 Nutmeg Road North Warehouse We are pleased to advise you that the Planning &Zoning Commission voted on April 8,2025 to approve with modifications the above referenced application for a Site Plan Modification. This approval is t0 add loading dock doors on the existing building and to add additional car and trailer parking,on property located at 333 Nutmeg Road North.I Zone,as shown on plans prepared by Design Professionals.lnc.,project #5215 dated February ll.2025 as revised April 1.2025. This approval is for a warehouse as defined in Section 11.10 Appendix J ofthe Town of SouthWindsorZoningRegulations.The approval is subject to the following modifications: l . 7 ,,D. Prior to commencement of any site work,a meeting must be held with Town Staff. No building permit will be issued until the final mylars have been tiled 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 $20,000 for establishment and maintenance of erosion and sediment controls and $20.000 for the installation of stormwater structures.Additionally.comments about the stormwater drainage and design provided by the Town Engineer dated 3/10/2025 shall be incorporated into the final plans.A landscape bond in the amount of $20.000 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 ofOccupancy per Section 9.1.3 of the Zoning Regulations. All plans used iii 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 tinal plan.Pavement markings must be maintained in good condition throughout the site drives and parking areas. 10.All free—standing signs and/or building signs require the issuance ofa sign permit before they are erected. ll.One additional CTDOT 31-1927 No Idling Sign shall be installed on the proposed fence at the entrance to the outdoor storage/trailer parking area. 1540 Sullivan Avenue,Suuih Windsur,CT UEDN l Tel (860)M44511 Ext 2329 l Planning@SnuthWindsur-C1.gov I2,The Parking Requirements table 0n Sheet C—SPI shall be updated to Show that 5 EV ready spaces are required‘ 13.Proposed light fixtures shall incorporate a timer to tum lights on/off at the start/end of employee shifts. 14.Hours of operation shall be Tuesday through Friday 3:00 a.m‘e 5:30 p.m..Saturday 3:00 a.m.—1:00 p.m.,and Monday 7:00 am.—5:30 p.m..with no hours on Sundays. .The amended comments from the Town Engineer dated April 8,2025 shall be incorporated into the final plans. 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 with live signatures and raised seals (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 and the Water Pollution Control Authority must be reproduced on the mylars. After the mylars have been signed by the Commission.they will be retumed to you for tiling in the Office of the Town Clerk.After filing these plans,a copy of the receipt must be submitted to the Planning Department. cc:Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal Sincerely. /‘7 (//’j/Vyfl/f 4 c K Stephen Wagner.Chairman Planning and Zoning Commission SW/js Enclosure:Bonding Policy -cu.n.ncc-...n.-.ccn-n...oun.tc-...-.‘on.uuu'.uo.cta..-....--¢-n.u-:..n.oucvuognnn..n.ut¢atn...ov'.nn.onoouu P.O.BOX 1167 58H CONNECTICUT AVENUE SOUTH WINDSOR,CT 06074 860.291 .8755 860.291 .8757 CIVILENGINEERS i LAND SURVEYORS i PLANNERS i LANDSCAPEARCHITECTS I FAX: www.designprofessiona|sinc.com n 5erV/Hg Connecticut,M25535hu5ett5.t Khodg l5/al7d .5mce l 9N5July24,2025 Town of South Windsor,CT Ann:Michele M.Lipe,AICP., 1540 Sullivan Avenue South Windsor,CT Re:Appl.#25-1 1P Response to Flaming Department Cements555NutmegRoadNorth Dear Michele, This letteraddresses comments dated July 23,2025i Initial comments are italicized for ease of references Ourresponsesareinbold: Approval Letters must be included in Ihejlmll plan set.A/[y/ars oflhis drawing and C—SPI are required, Approval Letters have been included.Refer t0 Sheet C-API 2.The hours ofoperation outlined in our April 11,2025 approval letter should be noted on the plans. Hours of operation have been added.Refer to Sheet C—SP]. Sincerely, Andrew l.Krar,P.E. eslgn PHON E: P.O.BOX 1167 58H CONNECTICUT AVENUE SOUTH WINDSOR,CT 06074 PHONE:860.291‘8755 FAX:860.291 .8757 www.designprofesslonalsinc.com CIVIL ENGINEERS i LAND SURVEYORS i PLANNERS i LANDScAPE ARCHITECTS 5ervmg Carlndctlcut.Missachusetts,E Khod:ls/arrd 5/I1cs A985July24,2025 Town of South Windsor,CT Attn:John Henaulr,P.E.,1540 Sullivan Avenue SouLh Windsor,CT Re:Appl.#25-1 1P Response to Town Engineeting Comments 55S Nutmeg Road Nonh Dear MI.Henault, This letter addxesses comments dated July 23,2025.Initial comments are italicized for ease of reference.Ourresponsesareinbold: l.There are still references to 4000 psi concrete (Detail 4,Detail 5,and Note 46).These need lo be changed to 4400 psi. Details have been updated to reflect 4,400 psi concrete. 2,Detail 5 callsfnr Class PCC04462.Please change this t0 Class PCC04460. Detail has been reference Class PCC04460. Sincerely, Design Profession'gs Inc. / .2’1//» Andrew J.Krar,RE.