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HomeMy WebLinkAbout24-42P Aldi Distribution Facility 1 TOWN OF SOUTH WINDSOR CHECKLIST REQUIRED INFORMATION FOR SITE PLANS APPLICANT_____________________________________________________________ PROJECT NAME_________________________________________________________ This checklist must be signed by plan preparer (P.E./L.S.) declaring that all required information is provided. Items 1-7 are required for all applications; items 8-11 required where appropriate. Check mark for each item supplied. _____ 1. On each sheet for plans or maps, title block with the following information: _____ a. Name, address, email address, and telephone of applicant _____ b. Name, address, email address, and telephone of Land Surveyor or Professional Engineer _____ c. Name of Development _____ d. Date when drawings were made _____ 2. Key Map: An overall map drawn to a scale of 1 inch equaling either 100 feet or 200 feet. This map will show the overall design of the Development and surrounding property within 500 feet. _____ a. Data block which gives needed zoning information such as percentage of lot coverage, acreage of tract, number of apartment units, parking requirements, etc. _____ b. Outline of buildings _____ c. Layout of streets _____ d. Surrounding property boundaries within 500 feet _____ e. Names of abutting property owners _____ f. Proposed open spaces and recreation areas _____ g. Driveway cuts on abutting properties and any properties across from proposed site _____ h. Distance to and name of nearest intersection street _____ 3. Architectural Elevations: See checklist for Architecture and Design Review. 2 _____ 4. Plot Plan: A layout map of the proposed site drawn to a scale of 1 inch equaling 40 feet on either of the following size sheets: (1) 24" x 36" with a 3/4" ruled margin; (2) 18" x 24" with a 1/2" ruled margin, containing the following data: _____ a. Distance and bearings of all boundary lines and acreage of site. Iron pins required at all property angle points and shown on map. _____ b. Proposed streets and street lines with center line station, curve data, and parking spaces _____ c. Building lines in accordance with zoning regulations _____ d. Proposed buildings and other structures, including signs, outside lighting, and dumpsters (on concrete pad and screened) _____ e. Easements, noting grantors, grantees, and purpose must be shown in table format, e.g. below Grantor Grantee Type of Easement Date Filed Vol/Pg _____ f. Names of abutting property owners _____ g. Monuments will be indicated at corners and angles of all streets and at all points of curvature and tangency. The monumented points within proposed site shall be coordinated. These coordinates shall appear in tabular form on the plot plan. The accessibility of these CGS points shall be determined by the Town Engineer. _____ h. All open space or other common or public land uses shall be indicated. _____ i. A-2 certification; P.E./L.S. Seal _____ 5. Topographic Map: A map drawn to a scale of 1 inch to 40 feet on sheets not exceeding 24 inches by 36 inches, including ruled margins shall in addition to the requirements of the plot plans show the following: _____ a. All existing and proposed buildings _____ b. Curb Lines and pavement width, sidewalks _____ c. Existing and proposed sanitary sewers _____ d. Existing and proposed water and all existing utilities 3 _____ e. Present wooded area indicated by foliage lines. Any trees to be saved should be shown. _____ f. Existing and proposed contours shall be shown in not less than two-foot intervals, but in cases of relatively level land, the contours shall be one- foot intervals and spot elevations. _____ g. Regulated wetlands and 100-year floodplain or note that none are present _____ h. Proposed storm drainage system, showing all catch basins, endwalls, manholes, lengths and sizes of pipes and elevations of structures. (Maximum distance between catch basins shall be 300 feet and minimum size of storm drain lines shall be 15 inches, within Town ROW.) If plan/profile sheet is provided all of this does not need to be shown. Only top of frame elevations and inverts of open discharge pipe shall be shown on this plan. _____ i. Connections of all springs into proposed storm drainage system as needed _____ j. Location and indications of existing brook channels, and 100-year flood limits _____ k. A-2 & T-2 Certification; P.E & L.S. Seals _____ 6. Landscaping plan _____ 7. Drainage calculations: Zero Runoff Increase per SW Public Improvement Standards. _____ 8. Traffic Report _____ 9. Site Lighting Plan _____ 10. Plans and Profiles: A plan and profile of the proposed streets drawn on plan/profile paper of scales 1 inch to 40 feet horizontally, and 1 inch to 4 feet vertically on sheets not exceeding 24 inches by 36 inches, including ruled margins and containing the following: _____ a. Layout of streets in sections coordinated by stations with the profile _____ b. Street plan showing roadways, drainage, sanitary sewer (including house sewer), foundation drains, lot lines, buildings including all utilities with elevations (top frame and inverts), size, type, length, slopes of pipes . _____ c. Sight line at driveway & street intersections 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 Connecticut, Massachusetts, & Rhode Island since 1986 Narrative Statement Site Plan Modification Aldi Distribution Facility 295 Rye Street South Windsor, Connecticut DPI Proj. No. 2282 October 21, 2024 On behalf of applicant A.M. King Construction Co, LLC, please accept this narrative for a Site Plan Modification at the Aldi Distribution Facility at 295 Rye Street. Aldi grocery store currently operates an existing distribution facility at the subject location in the Industrial zone and has retained A.M. King to coordinate the following improvements: a new car parking lot to assist with employee shift changes, new truck queue lanes and parking lot to alleviate queueing issues along Rye Street, and refrigeration unit upgrades in the interior. The applicant is seeking a Site Plan Modification from the Planning and Zoning Commission to amend the original site plans approved by the Commission on March 27, 2007 (Application 06- 06P) and associated modifications and change orders. No disturbance is proposed within regulated areas or their associated buffer areas, and as such the project is seeking erosion control review and approval from the Inland Wetland Agency/Conservation Commission. The plans show a new 128 space car parking lot to accommodate employee shift changes. To calculate the parking needed for the facility, Aldi has provided the number of employees in the largest shift as 220 employees. This employee largest shift number with the required 20% additional, the square footage of the building, and previously approved parking figures are being used for the required parking calculations as described in South Windsor Zoning Regulations Minimum Required Parking Spaces table 6.4.3B, resulting in a required minimum total of 551 spaces. With the new 128 car parking lot, the number of car parking spaces provided is 551 which includes 66 reserve spaces. Due to concerns over the trailer trucks queuing on Rye Street, the entrance drive leading to the truck check-in has been widened to be 3 truck queueing lanes with a 4 th vehicle circulation drive as the outside lane. These new lanes, plus the space for truck queuing in the existing lanes by the truck check-in will accommodate space for 21 trucks to queue within the site. In addition to the active truck queue lanes, a new truck trailer parking lot has been added that will also assist in the truck queuing issue on Rye St by having more spaces for trucks after check-in. This new truck parking lot has 85 new spaces, and with 6 truck spaces needing to be removed in the existing lot for access to the new lot, the parking for trucks will increase by 79 spaces. This new lot will also assist in circulation by having a new way for trucks to circulate within the site. G:\jobs\2282\Docs\Applications\2024 Car and Truck Park, and Queue lane\2282 NARRATIVE 10-21-24.docx New landscaping is being proposed along the new entrance lanes and the car parking lot. The trees along the new entrance side will mirror the trees that are to remain on the exit side with the same complimentary pattern. The trees and groundcover in the new car parking lot will also reference the same plant selections of the previously approved lots. Part of the existing berm by the new entrance lanes will require regrading, but it will be minimized to save the existing trees. New evergreen trees have been placed at the entrance to screen the new truck queuing lanes. New detention basins are proposed to accommodate the additional drainage needed for the new pavement areas. These three detention areas will have detention seed mixes for the slopes and basin bottom’s appropriate for their use. The applicant has contacted OSTA to determine whether these site changes will require any need for an approval. Since the building size has not changed, there are no new loading docks, and the access points are not changing, there is no jurisdiction for OSTA involvement. In conclusion, we believe that these new parking areas and queue lanes will greatly improve, not only the site’s circulation and parking requirements, but also relieve truck queuing issues on Rye Street. The applicant and design team believe that we are complying with current zoning requirements for these improvements and look forward to the Commission’s consideration of this application. krodriguez, per: 16 October 2024 Page 1/1 https://asgportal-my.sharepoint.com/personal/steve_novak_aldi_us/Documents/Desktop/SWN/Agent Auth.docx October 15, 2024 To Whom It May Concern: On behalf of Aldi, Inc., I hereby authorize A M King Construction, LLC and Design Professionals, Inc, to act as an authorized agent in the pursuit of land use permits and approvals with respect to the property at 295 Rye Street in South Windsor, Connecticut. Sincerely, Steve Novak Project Manager - Warehouse Development National Real Estate P: (614) 943-7878 5115 Parkcenter Avenue, Suite 100 F: (614) 943-7851  Dublin, OH 43017 E: steve.novak@aldi.us ©···esignrofessionalsesign rofessionals· · · esign rofessionals 82848284©···esignrofessionals ©···esignrofessionals ©···esignrofessionals· · · ’ · · · · ’ · RYE ST R E E T ©···esignrofessionals R Y E S T R E E T ©···esignrofessionals ©···esignrofessionals R Y E S T R E E T 8284©···esignrofessionals ©···esignrofessionals 8284RYE STREET8284© · · · esign rofessionals © · · · esign rofessionalsDO NOT HEAVILY PRUNE THE TREE AT PLANTING.PRUNE ONLY CROSSOVER LIMBS, CO-DOMINANTLEADERS, AND BROKEN OR DEAD BRANCHES.SOME INTERIOR TWIGS AND LATERAL BRANCHESMAY BE PRUNED; HOWEVER, DO NOT REMOVETHE TERMINAL BUDS OF BRANCHES THATEXTEND TO THE EDGE OF THE CROWN.NOTE: FOR DIMENSIONS OF PLANTING AREAS, TYPES OF SOIL AMENDMENTS, OR SOIL REPLACEMENT,SEE "SOIL IMPROVEMENT DETAILS."MARK THE NORTH SIDE OF THE TREEIN THE NURSERY, AND ROTATE TREETO FACE NORTH AT THE SITE WHENEVER POSSIBLE.SET TOP OF ROOT BALL FLUSH TOGRADE OR 25MM-50MM (1"-2")HIGHER IN SLOWLY DRAINING SOILS.MULCH RING, 1800MM (6') DIA. MIN.2400MM (8') DIA. PREFERRED(2"-3") MULCH. DO NOT PLACEMULCH IN CONTACT WITH TREE TRUNK.MAINTAIN THE MULCH WEED-FREE FORA MIN. OF THREE YEARS AFTERPLANTING.EACH TREE MUST BE PLANTED SUCH THATTHE TRUNK FLARE IS VISIBLE AT THE TOPOF THE ROOT BALL. TREES WHERE THE TRUNKFLARE IS NOT VISIBLE SHALL BE REJECTED.DON'T COVER THE TOP OF THE ROOT BALLWITH SOIL.100MM (4") HIGH EARTH SAUCERBEYOND EDGE OF ROOT BALL.REMOVE ALL TWINE, ROPE, WIRE ANDBURLAP FROM TOP HALF OF ROOT BALL.REMOVE COMPLETELY IF SYNTHETIC IS USED.TAMP SOIL AROUND ROOT BALL BASEFIRMLY WITH FOOT PRESSURE SO THATROOT BALL DOESN'T SHIFT.IF PLANT IS SHIPPED WITH A WIREBASKET AROUND ROOT BALL, CUTTHE WIRE BASKET IN FOUR PLACESAND FOLD DOWN 200MM (8") INTOPLANTING HOLE.PLACE ROOT BALL ON UNEXCAVATEDOR TAMPED SOIL.Not to ScaleTREE PLANTING DETAIL1Not to ScaleSHRUB & GROUNDCOVER PLANTING DETAIL6Not to ScaleTREE PROTECTION DETAIL7 ©···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 PREFORMED SCOUR HOLE1 Not to Scale PAVED LEAK OFF8 Not to Scale UTILITY CROSSING10 Not to Scale PRECAST CONCRETE CURB4 Not to Scale CONCRETE BOLLARD5 Not to Scale CONCRETE SIDEWALK SECTION - STANDARD DUTY2 Not to Scale CONCRETE PAVEMENT SECTION3 Not to Scale CONCRETE JOINT DETAIL9 Not to Scale LIGHT POLE BASE DETAIL7Not to Scale BOLLARD LIGHT POLE6 Not to Scale HDPE FLARED END4Not to Scale FLARED END TRASH GUARD3 ©···esignrofessionalsNot to Scale OUTLET CONTROL STRUCTURE5 Not to Scale STORM DRAIN TRENCH SECTION1 Not to Scale RIP-RAP LEVEL SPREADER2 Not to Scale STANDARD CATCH BASIN TOPS6 Not to Scale PRECAST CONCRETE TYPE "C" AND "C-L" CATCH BASIN7 Not to Scale REINFORCED CONCRETE PIPE END8 Stormwater Management Report Aldi Distribution Facility Building Expansion 295 Rye Street Map 134, Lot 48 South Windsor, CT Prepared for: A M King 1610 East Morehead, Suite 200 Charlotte, NC 28207 Prepared by: Design Professionals, Inc. 21 Jeffrey Drive South Windsor, CT October 21, 2024 Table of Contents Sections Introduction Pre-Development Site Conditions Post-Development Site Conditions Analysis of Results Water Quality Conclusion Appendices A - 2007 Drainage Report References B – 2007 Remodel Existing Condition HydroCAD Report C – HydroCAD Model Results D – Water Quality Volume Calculation E – Drainage Area Map Existing Conditions Proposed Conditions Introduction In 2007 the South Windsor Planning and Zoning Commission approved application #06-06P for the Aldi Distribution Center; a ±500,000 sf distribution facility located at 295 Rye Street. In 2017 the South Windsor Planning and Zoning Commission approved application #17-07P for a ±170,000 sf building expansion. In 2018 the South Windsor Planning and Zoning Commission approved application #18-42P for the construction of 163 new parking spaces, 46 of which were designated as reserve. Aldi is now requesting a site plan modification to allow for an additional 128 space standard car parking lot, a truck and trailer parking lot with 40 space trailer spaces and 45 truck parking spaces, and an expansion of their existing drive to provide 21 truck queuing spaces. For more information, please refer to the plans entitled “Aldi Distribution Facility, Site Plan Modification, 295 Rye Street, South Windsor, CT” prepared by Design Professionals, Inc. and dated October 21, 2024. Pre-Development Site Conditions The three development areas area currently maintained grass lawns with on the northern and eastern side of the existing building and also on the east side of the existing access drive. The anticipated disturbance at each location is listed below: 1. Car Parking Area (north side of existing building) – 1.2+ acres 2. Truck and Trailer Parking Area (East side of existing building) – 5.0+ acres 3. Queue lane spaces (east side of existing access drive) – 2.0+ acres 8.2+ acres of the site is anticipated to be disturbed with the proposed construction activity. Original Drainage Analysis In 2006, Design Professionals Inc. performed a drainage analysis and design for the existing distribution facility. As such, sections of the drainage report dated November 9, 2006 and revised to January 30, 2007, was used as the basis of our analysis and is included as Appendix A for your reference. Using the information provided in the 2007 report, all watersheds were remodeled in HydroCAD to identify any differences in methodology utilized at the time of the 2007 report. Peak rates were recalculated for the following: • Existing conditions (prior to 2007 approval) • Approved 2007 proposed conditions • Proposed post-development condition considering new impervious surface of the temporary gravel trailer parking area, as-built detention basin storage, and all existing conditions to date, including the 2016 & 2018 parking expansions and 2017 building expansion. See Appendix B for the remodeled HydroCAD pre-development condition results for the 2007 stormwater model. See Appendix C for the remodeled HydroCAD post-development condition results for the 2007 stormwater model and current proposed conditions. Post-Development Site Conditions Aldi, Inc. is proposing to construct a 128 space standard car parking lot, a truck and trailer parking lot with 40 space trailer spaces and 45 truck parking spaces, and an expansion of their existing drive to provide 21 truck queuing spaces. Associated site improvements will include but not be limited to, a concrete walk, site lighting for parking areas, landscaping, and improvements to Stormwater BMP’s. All development areas are proposed to be graded to generally match existing conditions and to take advantage of existing catch basins and storm drainage pipe infrastructure. No changes are proposed to the detention basin at the rear of the site as the enclosed HydroCAD Report analysis shows that the existing basin has excess capacity suitable to accommodate the proposed increase in impervious area. To ensure that the pipes conveying flows from areas receiving added runoff from new impervious surfaces, 2 drainage depressions are proposed to detain the proposed increase in the 10-yr storm condition to receiving pipes. Increases in runoff from both the truck parking area and the expansion of the existing drive to accommodate new queue lane spaces are proposed to be mitigated by this method. The drainage depressions were sized to detain the increase in peak flow for the 10-yr 24 hour storm to existing conditions for the design points evaluated. Review of the existing stormwater conveyance system conveying runoff collected in catchbasin on the north side of the site was found to have adequate capacity to convey the increase in stormwater flows expected from the proposed car parking area. For more information, please refer to the enclosed HydroCAD Report included as Appendix C. Drainage Area maps are included as Appendix E. Analysis of Results The following table, compares the post-development flows (2007 analysis remodeled in HydroCAD) with the proposed temporary parking area conditions. The results of the remodeled post-development rates were observed as follows: The following table contains the data generated from the HydroCAD software: TABLE 1 Peak Rate of Stormwater Discharge Watershed Area Storm Event (Year) Runoff Rate Pond Elevation Remodeled 2007 Pre- Developed Condition (ft3/second) Post- Developed Condition w/ Temporary Trailer Parking Area (ft3/second) Approved Pond Elev - 2007 Report (ft) Pond Elev. w/ 2024 Improvements (ft) Existing Discharge offsite / Detention Basin Outflow 2 23.12 3.57 63.16 64.85 10 54.02 4.98 66.42 69.11 25 72.79 5.63 68.2 71.52 100 107.91 6.97 71.21 74.72 Top of Basin / Dike = 76.00 As seen in the table above, the subject project will result in peak runoff rates in the proposed condition that are less than the peak runoff rates of the existing condition for all design storms. Water Quality The existing water quality basin has sufficient forebay and permanent pool storage capacity to retain 10% & 100% of the water quality volume respectively as required by the 2004 Connecticut Stormwater Quality Manual. For more information, please refer to the enclosed Water Quality Volume Calculations. Conclusion The proposed stormwater management system as discussed herein and shown on the referenced plans is appropriate for the proposed development on the subject site and should not pose any detrimental impacts to the environment. Appendix A Appendix B 1S 1E 2S 2E 3S 3E 5R combined Routing Diagram for 2282.A - Existing Conditions (2007 Report Remodel) Prepared by Hewlett-Packard Company, Printed 3/9/2017 HydroCAD® 10.00-16 s/n 09320 © 2015 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type III 24-hr 2 Rainfall=3.20"2282.A - Existing Conditions (2007 Report Remodel) Printed 3/9/2017Prepared by Hewlett-Packard Company Page 2HydroCAD® 10.00-16 s/n 09320 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: 1E Runoff = 20.63 cfs @ 12.67 hrs, Volume= 3.032 af, Depth> 0.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Rainfall=3.20" Area (ac) CN Description * 41.450 73 41.450 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.0 Direct Entry, Subcatchment 1S: 1E Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 2 Rainfall=3.20" Runoff Area=41.450 ac Runoff Volume=3.032 af Runoff Depth>0.88" Tc=45.0 min CN=73 20.63 cfs Type III 24-hr 2 Rainfall=3.20"2282.A - Existing Conditions (2007 Report Remodel) Printed 3/9/2017Prepared by Hewlett-Packard Company Page 3HydroCAD® 10.00-16 s/n 09320 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: 2E Runoff = 1.81 cfs @ 12.55 hrs, Volume= 0.238 af, Depth> 0.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Rainfall=3.20" Area (ac) CN Description * 3.060 74 3.060 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 36.6 Direct Entry, Subcatchment 2S: 2E Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)2 1 0 Type III 24-hr 2 Rainfall=3.20" Runoff Area=3.060 ac Runoff Volume=0.238 af Runoff Depth>0.93" Tc=36.6 min CN=74 1.81 cfs Type III 24-hr 2 Rainfall=3.20"2282.A - Existing Conditions (2007 Report Remodel) Printed 3/9/2017Prepared by Hewlett-Packard Company Page 4HydroCAD® 10.00-16 s/n 09320 © 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: 3E Runoff = 0.88 cfs @ 12.81 hrs, Volume= 0.220 af, Depth> 0.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Rainfall=3.20" Area (ac) CN Description * 12.880 55 12.880 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 37.8 Direct Entry, Subcatchment 3S: 3E Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2 Rainfall=3.20" Runoff Area=12.880 ac Runoff Volume=0.220 af Runoff Depth>0.21" Tc=37.8 min CN=55 0.88 cfs Type III 24-hr 2 Rainfall=3.20"2282.A - Existing Conditions (2007 Report Remodel) Printed 3/9/2017Prepared by Hewlett-Packard Company Page 5HydroCAD® 10.00-16 s/n 09320 © 2015 HydroCAD Software Solutions LLC Summary for Reach 5R: combined Inflow Area = 57.390 ac, 0.00% Impervious, Inflow Depth > 0.73" for 2 event Inflow = 23.12 cfs @ 12.67 hrs, Volume= 3.490 af Outflow = 23.12 cfs @ 12.67 hrs, Volume= 3.490 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 5R: combined Inflow Outflow Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=57.390 ac 23.12 cfs 23.12 cfs NOT TO SCALE Appendix C 29S Prop. TP Lot (CA) 30S Prop. TP Grass South East (CB) 31S Prop. TP Drive (CC) 32S Prop. TP Grass North East (CD) 33S Prop. Queue Lane (D) E1 Existing Truck Parking South E2 Existing Truck Parking North E3 Existing Queue Lane 6P POND 9P POND 24P POND 10L Combined 25L Link Routing Diagram for 2282.A - 2024 Permanent Parking Prepared by Design Professionals, Inc. , Printed 10/21/2024 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link NOAA 24-hr D 2-YR 24 Rainfall=3.14"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-42.00 hrs, dt=0.05 hrs, 841 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=146,206 sf 74.41% Impervious Runoff Depth=2.29"Subcatchment 29S: Prop. TP Lot (CA) Tc=6.5 min CN=92 Runoff=8.33 cfs 0.642 af Runoff Area=100,307 sf 0.00% Impervious Runoff Depth=1.00"Subcatchment 30S: Prop. TP Grass South Tc=7.0 min CN=74 Runoff=2.47 cfs 0.192 af Runoff Area=2,816 sf 99.11% Impervious Runoff Depth=2.91"Subcatchment 31S: Prop. TP Drive (CC) Tc=6.0 min CN=98 Runoff=0.19 cfs 0.016 af Runoff Area=2,726 sf 0.18% Impervious Runoff Depth=0.32"Subcatchment 32S: Prop. TP Grass North Tc=10.0 min CN=58 Runoff=0.01 cfs 0.002 af Runoff Area=362,820 sf 21.43% Impervious Runoff Depth=0.39"Subcatchment 33S: Prop. Queue Lane (D) Tc=8.0 min CN=60 Runoff=2.01 cfs 0.267 af Runoff Area=201,298 sf 0.00% Impervious Runoff Depth=1.00"Subcatchment E1: Existing Truck Parking Tc=10.0 min CN=74 Runoff=4.37 cfs 0.384 af Runoff Area=54,007 sf 0.06% Impervious Runoff Depth=0.84"Subcatchment E2: Existing Truck Parking Tc=7.5 min CN=71 Runoff=1.07 cfs 0.087 af Runoff Area=362,530 sf 15.36% Impervious Runoff Depth=0.32"Subcatchment E3: Existing Queue Lane Tc=8.5 min CN=58 Runoff=1.32 cfs 0.222 af Peak Elev=80.45' Storage=2,529 cf Inflow=2.47 cfs 0.192 afPond 6P: POND 12.0" Round Culvert n=0.013 L=100.0' S=0.0050 '/' Outflow=0.60 cfs 0.189 af Peak Elev=77.52' Storage=2,816 cf Inflow=8.33 cfs 0.642 afPond 9P: POND 15.0" Round Culvert n=0.013 L=100.0' S=0.0100 '/' Outflow=5.58 cfs 0.642 af Peak Elev=76.65' Storage=929 cf Inflow=2.01 cfs 0.267 afPond 24P: POND 18.0" Round Culvert n=0.013 L=100.0' S=0.0030 '/' Outflow=1.27 cfs 0.267 af Inflow=5.99 cfs 0.830 afLink 10L: Combined Primary=5.99 cfs 0.830 af Inflow=0.19 cfs 0.017 afLink 25L: Link Primary=0.19 cfs 0.017 af NOAA 24-hr D 10-YR 24 Rainfall=4.98"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-42.00 hrs, dt=0.05 hrs, 841 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=146,206 sf 74.41% Impervious Runoff Depth=4.07"Subcatchment 29S: Prop. TP Lot (CA) Tc=6.5 min CN=92 Runoff=14.28 cfs 1.138 af Runoff Area=100,307 sf 0.00% Impervious Runoff Depth=2.35"Subcatchment 30S: Prop. TP Grass South Tc=7.0 min CN=74 Runoff=6.01 cfs 0.451 af Runoff Area=2,816 sf 99.11% Impervious Runoff Depth=4.74"Subcatchment 31S: Prop. TP Drive (CC) Tc=6.0 min CN=98 Runoff=0.30 cfs 0.026 af Runoff Area=2,726 sf 0.18% Impervious Runoff Depth=1.16"Subcatchment 32S: Prop. TP Grass North Tc=10.0 min CN=58 Runoff=0.06 cfs 0.006 af Runoff Area=362,820 sf 21.43% Impervious Runoff Depth=1.29"Subcatchment 33S: Prop. Queue Lane (D) Tc=8.0 min CN=60 Runoff=10.61 cfs 0.895 af Runoff Area=201,298 sf 0.00% Impervious Runoff Depth=2.35"Subcatchment E1: Existing Truck Parking Tc=10.0 min CN=74 Runoff=10.70 cfs 0.904 af Runoff Area=54,007 sf 0.06% Impervious Runoff Depth=2.10"Subcatchment E2: Existing Truck Parking Tc=7.5 min CN=71 Runoff=2.84 cfs 0.217 af Runoff Area=362,530 sf 15.36% Impervious Runoff Depth=1.16"Subcatchment E3: Existing Queue Lane Tc=8.5 min CN=58 Runoff=9.00 cfs 0.803 af Peak Elev=80.96' Storage=5,690 cf Inflow=6.01 cfs 0.451 afPond 6P: POND 12.0" Round Culvert n=0.013 L=100.0' S=0.0050 '/' Outflow=2.10 cfs 0.447 af Peak Elev=78.39' Storage=6,142 cf Inflow=14.28 cfs 1.138 afPond 9P: POND 15.0" Round Culvert n=0.013 L=100.0' S=0.0100 '/' Outflow=7.37 cfs 1.138 af Peak Elev=78.06' Storage=3,780 cf Inflow=10.61 cfs 0.895 afPond 24P: POND 18.0" Round Culvert n=0.013 L=100.0' S=0.0030 '/' Outflow=6.99 cfs 0.895 af Inflow=9.39 cfs 1.586 afLink 10L: Combined Primary=9.39 cfs 1.586 af Inflow=0.35 cfs 0.032 afLink 25L: Link Primary=0.35 cfs 0.032 af NOAA 24-hr D 25-YR 24 Rainfall=6.13"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-42.00 hrs, dt=0.05 hrs, 841 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=146,206 sf 74.41% Impervious Runoff Depth=5.20"Subcatchment 29S: Prop. TP Lot (CA) Tc=6.5 min CN=92 Runoff=17.95 cfs 1.454 af Runoff Area=100,307 sf 0.00% Impervious Runoff Depth=3.29"Subcatchment 30S: Prop. TP Grass South Tc=7.0 min CN=74 Runoff=8.42 cfs 0.632 af Runoff Area=2,816 sf 99.11% Impervious Runoff Depth=5.89"Subcatchment 31S: Prop. TP Drive (CC) Tc=6.0 min CN=98 Runoff=0.37 cfs 0.032 af Runoff Area=2,726 sf 0.18% Impervious Runoff Depth=1.84"Subcatchment 32S: Prop. TP Grass North Tc=10.0 min CN=58 Runoff=0.11 cfs 0.010 af Runoff Area=362,820 sf 21.43% Impervious Runoff Depth=2.01"Subcatchment 33S: Prop. Queue Lane (D) Tc=8.0 min CN=60 Runoff=17.33 cfs 1.393 af Runoff Area=201,298 sf 0.00% Impervious Runoff Depth=3.29"Subcatchment E1: Existing Truck Parking Tc=10.0 min CN=74 Runoff=15.03 cfs 1.269 af Runoff Area=54,007 sf 0.06% Impervious Runoff Depth=3.00"Subcatchment E2: Existing Truck Parking Tc=7.5 min CN=71 Runoff=4.08 cfs 0.310 af Runoff Area=362,530 sf 15.36% Impervious Runoff Depth=1.84"Subcatchment E3: Existing Queue Lane Tc=8.5 min CN=58 Runoff=15.26 cfs 1.275 af Peak Elev=81.30' Storage=7,956 cf Inflow=8.42 cfs 0.632 afPond 6P: POND 12.0" Round Culvert n=0.013 L=100.0' S=0.0050 '/' Outflow=2.76 cfs 0.629 af Peak Elev=78.83' Storage=8,783 cf Inflow=17.95 cfs 1.454 afPond 9P: POND 15.0" Round Culvert n=0.013 L=100.0' S=0.0100 '/' Outflow=8.08 cfs 1.454 af Peak Elev=79.16' Storage=6,840 cf Inflow=17.33 cfs 1.393 afPond 24P: POND 18.0" Round Culvert n=0.013 L=100.0' S=0.0030 '/' Outflow=10.56 cfs 1.393 af Inflow=10.83 cfs 2.083 afLink 10L: Combined Primary=10.83 cfs 2.083 af Inflow=0.46 cfs 0.041 afLink 25L: Link Primary=0.46 cfs 0.041 af NOAA 24-hr D 50-YR 24 Rainfall=6.97"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-42.00 hrs, dt=0.05 hrs, 841 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=146,206 sf 74.41% Impervious Runoff Depth=6.03"Subcatchment 29S: Prop. TP Lot (CA) Tc=6.5 min CN=92 Runoff=20.62 cfs 1.685 af Runoff Area=100,307 sf 0.00% Impervious Runoff Depth=4.02"Subcatchment 30S: Prop. TP Grass South Tc=7.0 min CN=74 Runoff=10.23 cfs 0.771 af Runoff Area=2,816 sf 99.11% Impervious Runoff Depth=6.73"Subcatchment 31S: Prop. TP Drive (CC) Tc=6.0 min CN=98 Runoff=0.42 cfs 0.036 af Runoff Area=2,726 sf 0.18% Impervious Runoff Depth=2.39"Subcatchment 32S: Prop. TP Grass North Tc=10.0 min CN=58 Runoff=0.14 cfs 0.012 af Runoff Area=362,820 sf 21.43% Impervious Runoff Depth=2.58"Subcatchment 33S: Prop. Queue Lane (D) Tc=8.0 min CN=60 Runoff=22.67 cfs 1.792 af Runoff Area=201,298 sf 0.00% Impervious Runoff Depth=4.02"Subcatchment E1: Existing Truck Parking Tc=10.0 min CN=74 Runoff=18.32 cfs 1.547 af Runoff Area=54,007 sf 0.06% Impervious Runoff Depth=3.70"Subcatchment E2: Existing Truck Parking Tc=7.5 min CN=71 Runoff=5.02 cfs 0.382 af Runoff Area=362,530 sf 15.36% Impervious Runoff Depth=2.39"Subcatchment E3: Existing Queue Lane Tc=8.5 min CN=58 Runoff=20.28 cfs 1.657 af Peak Elev=81.57' Storage=9,901 cf Inflow=10.23 cfs 0.771 afPond 6P: POND 12.0" Round Culvert n=0.013 L=100.0' S=0.0050 '/' Outflow=3.02 cfs 0.767 af Peak Elev=85.59' Storage=10,019 cf Inflow=20.62 cfs 1.685 afPond 9P: POND 15.0" Round Culvert n=0.013 L=100.0' S=0.0100 '/' Outflow=15.38 cfs 1.685 af Peak Elev=79.98' Storage=9,686 cf Inflow=22.67 cfs 1.792 afPond 24P: POND 18.0" Round Culvert n=0.013 L=100.0' S=0.0030 '/' Outflow=12.59 cfs 1.792 af Inflow=18.29 cfs 2.453 afLink 10L: Combined Primary=18.29 cfs 2.453 af Inflow=0.55 cfs 0.049 afLink 25L: Link Primary=0.55 cfs 0.049 af NOAA 24-hr D 100-YR 24 Rainfall=7.90"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 6HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-42.00 hrs, dt=0.05 hrs, 841 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=146,206 sf 74.41% Impervious Runoff Depth=6.94"Subcatchment 29S: Prop. TP Lot (CA) Tc=6.5 min CN=92 Runoff=23.56 cfs 1.942 af Runoff Area=100,307 sf 0.00% Impervious Runoff Depth=4.84"Subcatchment 30S: Prop. TP Grass South Tc=7.0 min CN=74 Runoff=12.25 cfs 0.928 af Runoff Area=2,816 sf 99.11% Impervious Runoff Depth=7.66"Subcatchment 31S: Prop. TP Drive (CC) Tc=6.0 min CN=98 Runoff=0.47 cfs 0.041 af Runoff Area=2,726 sf 0.18% Impervious Runoff Depth=3.04"Subcatchment 32S: Prop. TP Grass North Tc=10.0 min CN=58 Runoff=0.19 cfs 0.016 af Runoff Area=362,820 sf 21.43% Impervious Runoff Depth=3.26"Subcatchment 33S: Prop. Queue Lane (D) Tc=8.0 min CN=60 Runoff=28.88 cfs 2.262 af Runoff Area=201,298 sf 0.00% Impervious Runoff Depth=4.84"Subcatchment E1: Existing Truck Parking Tc=10.0 min CN=74 Runoff=21.98 cfs 1.862 af Runoff Area=54,007 sf 0.06% Impervious Runoff Depth=4.49"Subcatchment E2: Existing Truck Parking Tc=7.5 min CN=71 Runoff=6.09 cfs 0.464 af Runoff Area=362,530 sf 15.36% Impervious Runoff Depth=3.04"Subcatchment E3: Existing Queue Lane Tc=8.5 min CN=58 Runoff=26.16 cfs 2.108 af Peak Elev=81.85' Storage=12,067 cf Inflow=12.25 cfs 0.928 afPond 6P: POND 12.0" Round Culvert n=0.013 L=100.0' S=0.0050 '/' Outflow=3.41 cfs 0.925 af Peak Elev=109.71' Storage=10,019 cf Inflow=23.56 cfs 1.942 afPond 9P: POND 15.0" Round Culvert n=0.013 L=100.0' S=0.0100 '/' Outflow=29.12 cfs 1.942 af Peak Elev=80.93' Storage=13,578 cf Inflow=28.88 cfs 2.262 afPond 24P: POND 18.0" Round Culvert n=0.013 L=100.0' S=0.0030 '/' Outflow=14.58 cfs 2.262 af Inflow=32.24 cfs 2.867 afLink 10L: Combined Primary=32.24 cfs 2.867 af Inflow=0.64 cfs 0.057 afLink 25L: Link Primary=0.64 cfs 0.057 af NOAA 24-hr D 2-YR 24 Rainfall=3.14"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 7HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 29S: Prop. TP Lot (CA) Runoff = 8.33 cfs @ 12.13 hrs, Volume= 0.642 af, Depth= 2.29" Routed to Pond 9P : POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-42.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-YR 24 Rainfall=3.14" Area (sf) CN Description * 33 61 Grass B * 33,068 74 Grass C * 108,786 98 Impervious Area * 4,319 72 Woods/Grass C 146,206 92 Weighted Average 37,420 25.59% Pervious Area 108,786 74.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.5 Direct Entry, Subcatchment 29S: Prop. TP Lot (CA) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 2-YR 24 Rainfall=3.14" Runoff Area=146,206 sf Runoff Volume=0.642 af Runoff Depth=2.29" Tc=6.5 min CN=92 8.33 cfs NOAA 24-hr D 2-YR 24 Rainfall=3.14"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 8HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 30S: Prop. TP Grass South East (CB) Runoff = 2.47 cfs @ 12.15 hrs, Volume= 0.192 af, Depth= 1.00" Routed to Pond 6P : POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-42.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-YR 24 Rainfall=3.14" Area (sf) CN Description * 81,655 74 Grass C * 18,652 72 Woods/Grass C 100,307 74 Weighted Average 100,307 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 30S: Prop. TP Grass South East (CB) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 NOAA 24-hr D 2-YR 24 Rainfall=3.14" Runoff Area=100,307 sf Runoff Volume=0.192 af Runoff Depth=1.00" Tc=7.0 min CN=74 2.47 cfs NOAA 24-hr D 2-YR 24 Rainfall=3.14"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 9HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 31S: Prop. TP Drive (CC) Runoff = 0.19 cfs @ 12.13 hrs, Volume= 0.016 af, Depth= 2.91" Routed to Link 25L : Link Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-42.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-YR 24 Rainfall=3.14" Area (sf) CN Description * 6 61 Grass B 19 74 Grass C * 2,791 98 Impervious Area 2,816 98 Weighted Average 25 0.89% Pervious Area 2,791 99.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 31S: Prop. TP Drive (CC) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 NOAA 24-hr D 2-YR 24 Rainfall=3.14" Runoff Area=2,816 sf Runoff Volume=0.016 af Runoff Depth=2.91" Tc=6.0 min CN=98 0.19 cfs NOAA 24-hr D 2-YR 24 Rainfall=3.14"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 10HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 32S: Prop. TP Grass North East (CD) Runoff = 0.01 cfs @ 12.24 hrs, Volume= 0.002 af, Depth= 0.32" Routed to Link 25L : Link Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-42.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-YR 24 Rainfall=3.14" Area (sf) CN Description * 728 39 Grass A * 1,437 61 Grass B * 556 74 Grass C * 5 98 Impervious Area 2,726 58 Weighted Average 2,721 99.82% Pervious Area 5 0.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 32S: Prop. TP Grass North East (CD) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)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 24 Rainfall=3.14" Runoff Area=2,726 sf Runoff Volume=0.002 af Runoff Depth=0.32" Tc=10.0 min CN=58 0.01 cfs NOAA 24-hr D 2-YR 24 Rainfall=3.14"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 11HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment 33S: Prop. Queue Lane (D) Runoff = 2.01 cfs @ 12.19 hrs, Volume= 0.267 af, Depth= 0.39" Routed to Pond 24P : POND Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-42.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-YR 24 Rainfall=3.14" Area (sf) CN Description * 169,815 39 Grass A 62,570 74 Grass C * 77,749 98 Impervious Area * 10,317 32 Woods/Grass A * 29,572 72 Woods/GrassC * 12,797 36 Woods A 362,820 60 Weighted Average 285,071 78.57% Pervious Area 77,749 21.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment 33S: Prop. Queue Lane (D) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 NOAA 24-hr D 2-YR 24 Rainfall=3.14" Runoff Area=362,820 sf Runoff Volume=0.267 af Runoff Depth=0.39" Tc=8.0 min CN=60 2.01 cfs NOAA 24-hr D 2-YR 24 Rainfall=3.14"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 12HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E1: Existing Truck Parking South Runoff = 4.37 cfs @ 12.18 hrs, Volume= 0.384 af, Depth= 1.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-42.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-YR 24 Rainfall=3.14" Area (sf) CN Description * 181,396 74 Grass C * 19,902 72 Woods/Grass C 201,298 74 Weighted Average 201,298 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment E1: Existing Truck Parking South Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 NOAA 24-hr D 2-YR 24 Rainfall=3.14" Runoff Area=201,298 sf Runoff Volume=0.384 af Runoff Depth=1.00" Tc=10.0 min CN=74 4.37 cfs NOAA 24-hr D 2-YR 24 Rainfall=3.14"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 13HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E2: Existing Truck Parking North Runoff = 1.07 cfs @ 12.15 hrs, Volume= 0.087 af, Depth= 0.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-42.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-YR 24 Rainfall=3.14" Area (sf) CN Description * 3,461 39 Grass A * 2,248 61 Grass B 45,196 74 Grass C * 32 98 Impervios Area * 3,070 72 Woods/Grass C 54,007 71 Weighted Average 53,975 99.94% Pervious Area 32 0.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 Direct Entry, Subcatchment E2: Existing Truck Parking North Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 NOAA 24-hr D 2-YR 24 Rainfall=3.14" Runoff Area=54,007 sf Runoff Volume=0.087 af Runoff Depth=0.84" Tc=7.5 min CN=71 1.07 cfs NOAA 24-hr D 2-YR 24 Rainfall=3.14"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 14HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E3: Existing Queue Lane Runoff = 1.32 cfs @ 12.21 hrs, Volume= 0.222 af, Depth= 0.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-42.00 hrs, dt= 0.05 hrs NOAA 24-hr D 2-YR 24 Rainfall=3.14" Area (sf) CN Description 178,502 39 Grass A * 75,658 74 Grass C * 55,684 98 Impervious Area * 10,317 32 Woods/Grass A * 29,572 72 Woods/Grass C * 12,797 30 Woods A 362,530 58 Weighted Average 306,846 84.64% Pervious Area 55,684 15.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 Direct Entry, Subcatchment E3: Existing Queue Lane Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 NOAA 24-hr D 2-YR 24 Rainfall=3.14" Runoff Area=362,530 sf Runoff Volume=0.222 af Runoff Depth=0.32" Tc=8.5 min CN=58 1.32 cfs NOAA 24-hr D 2-YR 24 Rainfall=3.14"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 15HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond 6P: POND Inflow Area = 2.303 ac, 0.00% Impervious, Inflow Depth = 1.00" for 2-YR 24 event Inflow = 2.47 cfs @ 12.15 hrs, Volume= 0.192 af Outflow = 0.60 cfs @ 12.58 hrs, Volume= 0.189 af, Atten= 76%, Lag= 25.8 min Primary = 0.60 cfs @ 12.58 hrs, Volume= 0.189 af Routed to Link 10L : Combined Routing by Stor-Ind method, Time Span= 0.00-42.00 hrs, dt= 0.05 hrs Peak Elev= 80.45' @ 12.58 hrs Surf.Area= 5,873 sf Storage= 2,529 cf Plug-Flow detention time= 127.9 min calculated for 0.189 af (98% of inflow) Center-of-Mass det. time= 119.2 min ( 996.6 - 877.4 ) Volume Invert Avail.Storage Storage Description #1 80.00' 13,211 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 80.00 5,264 0 0 82.00 7,947 13,211 13,211 Device Routing Invert Outlet Devices #1 Primary 80.00'12.0" Round Culvert L= 100.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 80.00' / 79.50' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf Primary OutFlow Max=0.60 cfs @ 12.58 hrs HW=80.45' (Free Discharge) 1=Culvert (Barrel Controls 0.60 cfs @ 2.56 fps) NOAA 24-hr D 2-YR 24 Rainfall=3.14"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 16HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 6P: POND Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=2.303 ac Peak Elev=80.45' Storage=2,529 cf 12.0" Round Culvert n=0.013 L=100.0' S=0.0050 '/' 2.47 cfs 0.60 cfs NOAA 24-hr D 2-YR 24 Rainfall=3.14"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 17HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond 9P: POND Inflow Area = 3.356 ac, 74.41% Impervious, Inflow Depth = 2.29" for 2-YR 24 event Inflow = 8.33 cfs @ 12.13 hrs, Volume= 0.642 af Outflow = 5.58 cfs @ 12.21 hrs, Volume= 0.642 af, Atten= 33%, Lag= 4.8 min Primary = 5.58 cfs @ 12.21 hrs, Volume= 0.642 af Routed to Link 10L : Combined Routing by Stor-Ind method, Time Span= 0.00-42.00 hrs, dt= 0.05 hrs Peak Elev= 77.52' @ 12.21 hrs Surf.Area= 2,979 sf Storage= 2,816 cf Plug-Flow detention time= 10.3 min calculated for 0.642 af (100% of inflow) Center-of-Mass det. time= 9.8 min ( 815.1 - 805.3 ) Volume Invert Avail.Storage Storage Description #1 76.00' 10,019 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 76.00 578 0 0 77.00 2,322 1,450 1,450 78.00 3,596 2,959 4,409 79.00 7,623 5,610 10,019 Device Routing Invert Outlet Devices #1 Primary 76.00'15.0" Round Culvert L= 100.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 76.00' / 75.00' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf Primary OutFlow Max=5.53 cfs @ 12.21 hrs HW=77.50' (Free Discharge) 1=Culvert (Inlet Controls 5.53 cfs @ 4.51 fps) NOAA 24-hr D 2-YR 24 Rainfall=3.14"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 18HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 9P: POND Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=3.356 ac Peak Elev=77.52' Storage=2,816 cf 15.0" Round Culvert n=0.013 L=100.0' S=0.0100 '/' 8.33 cfs 5.58 cfs NOAA 24-hr D 2-YR 24 Rainfall=3.14"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 19HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond 24P: POND Inflow Area = 8.329 ac, 21.43% Impervious, Inflow Depth = 0.39" for 2-YR 24 event Inflow = 2.01 cfs @ 12.19 hrs, Volume= 0.267 af Outflow = 1.27 cfs @ 12.36 hrs, Volume= 0.267 af, Atten= 37%, Lag= 10.2 min Primary = 1.27 cfs @ 12.36 hrs, Volume= 0.267 af Routing by Stor-Ind method, Time Span= 0.00-42.00 hrs, dt= 0.05 hrs Peak Elev= 76.65' @ 12.36 hrs Surf.Area= 1,610 sf Storage= 929 cf Plug-Flow detention time= 25.1 min calculated for 0.267 af (100% of inflow) Center-of-Mass det. time= 24.9 min ( 968.3 - 943.4 ) Volume Invert Avail.Storage Storage Description #1 76.00' 13,902 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 76.00 1,259 0 0 77.00 1,802 1,531 1,531 78.00 2,398 2,100 3,631 79.00 3,051 2,725 6,355 80.00 3,759 3,405 9,760 81.00 4,525 4,142 13,902 Device Routing Invert Outlet Devices #1 Primary 76.00'18.0" Round Culvert L= 100.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 76.00' / 75.70' S= 0.0030 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=1.27 cfs @ 12.36 hrs HW=76.65' (Free Discharge) 1=Culvert (Barrel Controls 1.27 cfs @ 2.57 fps) NOAA 24-hr D 2-YR 24 Rainfall=3.14"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 20HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 24P: POND Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=8.329 ac Peak Elev=76.65' Storage=929 cf 18.0" Round Culvert n=0.013 L=100.0' S=0.0030 '/' 2.01 cfs 1.27 cfs NOAA 24-hr D 2-YR 24 Rainfall=3.14"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 21HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link 10L: Combined Inflow Area = 5.659 ac, 44.13% Impervious, Inflow Depth > 1.76" for 2-YR 24 event Inflow = 5.99 cfs @ 12.22 hrs, Volume= 0.830 af Primary = 5.99 cfs @ 12.22 hrs, Volume= 0.830 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-42.00 hrs, dt= 0.05 hrs Link 10L: Combined Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=5.659 ac 5.99 cfs 5.99 cfs NOAA 24-hr D 2-YR 24 Rainfall=3.14"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 22HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link 25L: Link Inflow Area = 0.127 ac, 50.45% Impervious, Inflow Depth = 1.64" for 2-YR 24 event Inflow = 0.19 cfs @ 12.13 hrs, Volume= 0.017 af Primary = 0.19 cfs @ 12.13 hrs, Volume= 0.017 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-42.00 hrs, dt= 0.05 hrs Link 25L: Link Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)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 Inflow Area=0.127 ac 0.19 cfs 0.19 cfs NOAA 24-hr D 10-YR 24 Rainfall=4.98"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 23HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 29S: Prop. TP Lot (CA) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 10-YR 24 Rainfall=4.98" Runoff Area=146,206 sf Runoff Volume=1.138 af Runoff Depth=4.07" Tc=6.5 min CN=92 14.28 cfs Subcatchment 30S: Prop. TP Grass South East (CB) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 NOAA 24-hr D 10-YR 24 Rainfall=4.98" Runoff Area=100,307 sf Runoff Volume=0.451 af Runoff Depth=2.35" Tc=7.0 min CN=74 6.01 cfs NOAA 24-hr D 10-YR 24 Rainfall=4.98"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 24HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 31S: Prop. TP Drive (CC) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)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 24 Rainfall=4.98" Runoff Area=2,816 sf Runoff Volume=0.026 af Runoff Depth=4.74" Tc=6.0 min CN=98 0.30 cfs Subcatchment 32S: Prop. TP Grass North East (CD) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)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 24 Rainfall=4.98" Runoff Area=2,726 sf Runoff Volume=0.006 af Runoff Depth=1.16" Tc=10.0 min CN=58 0.06 cfs NOAA 24-hr D 10-YR 24 Rainfall=4.98"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 25HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 33S: Prop. Queue Lane (D) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 10-YR 24 Rainfall=4.98" Runoff Area=362,820 sf Runoff Volume=0.895 af Runoff Depth=1.29" Tc=8.0 min CN=60 10.61 cfs Subcatchment E1: Existing Truck Parking South Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 10-YR 24 Rainfall=4.98" Runoff Area=201,298 sf Runoff Volume=0.904 af Runoff Depth=2.35" Tc=10.0 min CN=74 10.70 cfs NOAA 24-hr D 10-YR 24 Rainfall=4.98"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 26HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E2: Existing Truck Parking North Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 NOAA 24-hr D 10-YR 24 Rainfall=4.98" Runoff Area=54,007 sf Runoff Volume=0.217 af Runoff Depth=2.10" Tc=7.5 min CN=71 2.84 cfs Subcatchment E3: Existing Queue Lane Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 10-YR 24 Rainfall=4.98" Runoff Area=362,530 sf Runoff Volume=0.803 af Runoff Depth=1.16" Tc=8.5 min CN=58 9.00 cfs NOAA 24-hr D 10-YR 24 Rainfall=4.98"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 27HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 6P: POND Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=2.303 ac Peak Elev=80.96' Storage=5,690 cf 12.0" Round Culvert n=0.013 L=100.0' S=0.0050 '/' 6.01 cfs 2.10 cfs Pond 9P: POND Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.356 ac Peak Elev=78.39' Storage=6,142 cf 15.0" Round Culvert n=0.013 L=100.0' S=0.0100 '/' 14.28 cfs 7.37 cfs NOAA 24-hr D 10-YR 24 Rainfall=4.98"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 28HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 24P: POND Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=8.329 ac Peak Elev=78.06' Storage=3,780 cf 18.0" Round Culvert n=0.013 L=100.0' S=0.0030 '/' 10.61 cfs 6.99 cfs Link 10L: Combined Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=5.659 ac 9.39 cfs 9.39 cfs NOAA 24-hr D 10-YR 24 Rainfall=4.98"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 29HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link 25L: Link Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (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=0.127 ac 0.35 cfs 0.35 cfs NOAA 24-hr D 25-YR 24 Rainfall=6.13"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 30HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 29S: Prop. TP Lot (CA) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 25-YR 24 Rainfall=6.13" Runoff Area=146,206 sf Runoff Volume=1.454 af Runoff Depth=5.20" Tc=6.5 min CN=92 17.95 cfs Subcatchment 30S: Prop. TP Grass South East (CB) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 25-YR 24 Rainfall=6.13" Runoff Area=100,307 sf Runoff Volume=0.632 af Runoff Depth=3.29" Tc=7.0 min CN=74 8.42 cfs NOAA 24-hr D 25-YR 24 Rainfall=6.13"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 31HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 31S: Prop. TP Drive (CC) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 25-YR 24 Rainfall=6.13" Runoff Area=2,816 sf Runoff Volume=0.032 af Runoff Depth=5.89" Tc=6.0 min CN=98 0.37 cfs Subcatchment 32S: Prop. TP Grass North East (CD) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)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 25-YR 24 Rainfall=6.13" Runoff Area=2,726 sf Runoff Volume=0.010 af Runoff Depth=1.84" Tc=10.0 min CN=58 0.11 cfs NOAA 24-hr D 25-YR 24 Rainfall=6.13"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 32HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 33S: Prop. Queue Lane (D) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (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 25-YR 24 Rainfall=6.13" Runoff Area=362,820 sf Runoff Volume=1.393 af Runoff Depth=2.01" Tc=8.0 min CN=60 17.33 cfs Subcatchment E1: Existing Truck Parking South Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 25-YR 24 Rainfall=6.13" Runoff Area=201,298 sf Runoff Volume=1.269 af Runoff Depth=3.29" Tc=10.0 min CN=74 15.03 cfs NOAA 24-hr D 25-YR 24 Rainfall=6.13"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 33HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E2: Existing Truck Parking North Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 NOAA 24-hr D 25-YR 24 Rainfall=6.13" Runoff Area=54,007 sf Runoff Volume=0.310 af Runoff Depth=3.00" Tc=7.5 min CN=71 4.08 cfs Subcatchment E3: Existing Queue Lane Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 25-YR 24 Rainfall=6.13" Runoff Area=362,530 sf Runoff Volume=1.275 af Runoff Depth=1.84" Tc=8.5 min CN=58 15.26 cfs NOAA 24-hr D 25-YR 24 Rainfall=6.13"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 34HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 6P: POND Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=2.303 ac Peak Elev=81.30' Storage=7,956 cf 12.0" Round Culvert n=0.013 L=100.0' S=0.0050 '/' 8.42 cfs 2.76 cfs Pond 9P: POND Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.356 ac Peak Elev=78.83' Storage=8,783 cf 15.0" Round Culvert n=0.013 L=100.0' S=0.0100 '/' 17.95 cfs 8.08 cfs NOAA 24-hr D 25-YR 24 Rainfall=6.13"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 35HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 24P: POND Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=8.329 ac Peak Elev=79.16' Storage=6,840 cf 18.0" Round Culvert n=0.013 L=100.0' S=0.0030 '/' 17.33 cfs 10.56 cfs Link 10L: Combined Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=5.659 ac 10.83 cfs 10.83 cfs NOAA 24-hr D 25-YR 24 Rainfall=6.13"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 36HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link 25L: Link Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.127 ac 0.46 cfs 0.46 cfs NOAA 24-hr D 50-YR 24 Rainfall=6.97"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 37HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 29S: Prop. TP Lot (CA) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)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 50-YR 24 Rainfall=6.97" Runoff Area=146,206 sf Runoff Volume=1.685 af Runoff Depth=6.03" Tc=6.5 min CN=92 20.62 cfs Subcatchment 30S: Prop. TP Grass South East (CB) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 50-YR 24 Rainfall=6.97" Runoff Area=100,307 sf Runoff Volume=0.771 af Runoff Depth=4.02" Tc=7.0 min CN=74 10.23 cfs NOAA 24-hr D 50-YR 24 Rainfall=6.97"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 38HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 31S: Prop. TP Drive (CC) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (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 50-YR 24 Rainfall=6.97" Runoff Area=2,816 sf Runoff Volume=0.036 af Runoff Depth=6.73" Tc=6.0 min CN=98 0.42 cfs Subcatchment 32S: Prop. TP Grass North East (CD) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (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 50-YR 24 Rainfall=6.97" Runoff Area=2,726 sf Runoff Volume=0.012 af Runoff Depth=2.39" Tc=10.0 min CN=58 0.14 cfs NOAA 24-hr D 50-YR 24 Rainfall=6.97"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 39HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 33S: Prop. Queue Lane (D) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (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 50-YR 24 Rainfall=6.97" Runoff Area=362,820 sf Runoff Volume=1.792 af Runoff Depth=2.58" Tc=8.0 min CN=60 22.67 cfs Subcatchment E1: Existing Truck Parking South Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 50-YR 24 Rainfall=6.97" Runoff Area=201,298 sf Runoff Volume=1.547 af Runoff Depth=4.02" Tc=10.0 min CN=74 18.32 cfs NOAA 24-hr D 50-YR 24 Rainfall=6.97"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 40HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E2: Existing Truck Parking North Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 NOAA 24-hr D 50-YR 24 Rainfall=6.97" Runoff Area=54,007 sf Runoff Volume=0.382 af Runoff Depth=3.70" Tc=7.5 min CN=71 5.02 cfs Subcatchment E3: Existing Queue Lane Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 50-YR 24 Rainfall=6.97" Runoff Area=362,530 sf Runoff Volume=1.657 af Runoff Depth=2.39" Tc=8.5 min CN=58 20.28 cfs NOAA 24-hr D 50-YR 24 Rainfall=6.97"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 41HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 6P: POND Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.303 ac Peak Elev=81.57' Storage=9,901 cf 12.0" Round Culvert n=0.013 L=100.0' S=0.0050 '/' 10.23 cfs 3.02 cfs Pond 9P: POND Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)23 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=3.356 ac Peak Elev=85.59' Storage=10,019 cf 15.0" Round Culvert n=0.013 L=100.0' S=0.0100 '/' 20.62 cfs 15.38 cfs NOAA 24-hr D 50-YR 24 Rainfall=6.97"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 42HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 24P: POND Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (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 Inflow Area=8.329 ac Peak Elev=79.98' Storage=9,686 cf 18.0" Round Culvert n=0.013 L=100.0' S=0.0030 '/' 22.67 cfs 12.59 cfs Link 10L: Combined Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=5.659 ac 18.29 cfs 18.29 cfs NOAA 24-hr D 50-YR 24 Rainfall=6.97"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 43HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link 25L: Link Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.127 ac 0.55 cfs 0.55 cfs NOAA 24-hr D 100-YR 24 Rainfall=7.90"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 44HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 29S: Prop. TP Lot (CA) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)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 100-YR 24 Rainfall=7.90" Runoff Area=146,206 sf Runoff Volume=1.942 af Runoff Depth=6.94" Tc=6.5 min CN=92 23.56 cfs Subcatchment 30S: Prop. TP Grass South East (CB) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 100-YR 24 Rainfall=7.90" Runoff Area=100,307 sf Runoff Volume=0.928 af Runoff Depth=4.84" Tc=7.0 min CN=74 12.25 cfs NOAA 24-hr D 100-YR 24 Rainfall=7.90"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 45HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 31S: Prop. TP Drive (CC) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (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 100-YR 24 Rainfall=7.90" Runoff Area=2,816 sf Runoff Volume=0.041 af Runoff Depth=7.66" Tc=6.0 min CN=98 0.47 cfs Subcatchment 32S: Prop. TP Grass North East (CD) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)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 100-YR 24 Rainfall=7.90" Runoff Area=2,726 sf Runoff Volume=0.016 af Runoff Depth=3.04" Tc=10.0 min CN=58 0.19 cfs NOAA 24-hr D 100-YR 24 Rainfall=7.90"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 46HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment 33S: Prop. Queue Lane (D) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 NOAA 24-hr D 100-YR 24 Rainfall=7.90" Runoff Area=362,820 sf Runoff Volume=2.262 af Runoff Depth=3.26" Tc=8.0 min CN=60 28.88 cfs Subcatchment E1: Existing Truck Parking South Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)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 100-YR 24 Rainfall=7.90" Runoff Area=201,298 sf Runoff Volume=1.862 af Runoff Depth=4.84" Tc=10.0 min CN=74 21.98 cfs NOAA 24-hr D 100-YR 24 Rainfall=7.90"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 47HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E2: Existing Truck Parking North Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 NOAA 24-hr D 100-YR 24 Rainfall=7.90" Runoff Area=54,007 sf Runoff Volume=0.464 af Runoff Depth=4.49" Tc=7.5 min CN=71 6.09 cfs Subcatchment E3: Existing Queue Lane Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 NOAA 24-hr D 100-YR 24 Rainfall=7.90" Runoff Area=362,530 sf Runoff Volume=2.108 af Runoff Depth=3.04" Tc=8.5 min CN=58 26.16 cfs NOAA 24-hr D 100-YR 24 Rainfall=7.90"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 48HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 6P: POND Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.303 ac Peak Elev=81.85' Storage=12,067 cf 12.0" Round Culvert n=0.013 L=100.0' S=0.0050 '/' 12.25 cfs 3.41 cfs Pond 9P: POND Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=3.356 ac Peak Elev=109.71' Storage=10,019 cf 15.0" Round Culvert n=0.013 L=100.0' S=0.0100 '/' 23.56 cfs 29.12 cfs NOAA 24-hr D 100-YR 24 Rainfall=7.90"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 49HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond 24P: POND Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=8.329 ac Peak Elev=80.93' Storage=13,578 cf 18.0" Round Culvert n=0.013 L=100.0' S=0.0030 '/' 28.88 cfs 14.58 cfs Link 10L: Combined Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=5.659 ac 32.24 cfs 32.24 cfs NOAA 24-hr D 100-YR 24 Rainfall=7.90"2282.A - 2024 Permanent Parking Printed 10/21/2024Prepared by Design Professionals, Inc. Page 50HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link 25L: Link Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (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 Inflow Area=0.127 ac 0.64 cfs 0.64 cfs Appendix D Aldi Distribution Facility Parking Expansion July 18, 2018 Water Quality Volume Calculations Per 2004 Connecticut Stormwater Quality Manual, Section 7.4.1: Water Quality Volume (WQV) = (1”)(R)(A)/12, where: R = unitless volumetric runoff coefficient = 0.05 + 0.009(I), where: I = percent impervious cover of drainage area = 55% R = 0.05 + 0.009(I) R = 0.05 + 0.009(55) R = 0.545 A = drainage area in acres = 57.49 acres WQV = (1”)(R)(A acres)/12 inches per foot WQV = (1”)(0.545)(57.49 acres)/12 inches per foot WQV = 2.6 acre-feet required Proposed Per the 2004 Connecticut Stormwater Quality Manual, a site’s water quality basin should be sized so that 10% (0.26 acre-feet) of the water quality volume can be retained in the forebay & 100% (2.6 acre-feet) can be retained in the permanent pool volume. The existing basin is sufficient in its current state to maintain these requirements. The forebay provides 0.4 acre-feet of storage volume, exceeding the required 0.26 acre-feet. The basin provides 2.68 acre-feet of storage below the outlet, exceeding the required 2.6 acre-feet. The basin volume is shown in the enclosed HydroCAD Report. The forebay volume is shown in the enclosed HydroCAD stage-area-storage table. Appendix E 82 84 RYE ST R E E T RYE S T R E E T 82 84 esignrofessionals©···· 82 84 RYE ST R E E T RYE S T R E E T 82 84 esignrofessionals©···· 1 Daniel Jameson From:Ouellette, Joseph P. <Joseph.Ouellette@ct.gov> Sent:Wednesday, September 18, 2024 7:36 AM To:Sam Schweinsberg Cc:Jim Bubaris; Daniel Jameson; Carl Morse; Ouellette, Joseph P.; Pothering, Ryan J Subject:RE: ALDI South Windsor - Temporary Stone Lot Attachments:2282 Site Plan Westerly Temp Trailer Parking-03 C-GD1.pdf; 2282 Concept for Queue and Parking 08-20-24-CP-1 Concept Plan.pdf Good Morning Sam, Based on the informaon in your email, the OSTA has no jurisdiction (temporary or permanent solution) because there is no increase in the size of the building, they are not adding loading docks or changing the approved access points. Joe Joseph P. Ouellette, RSP Executive Director Office of the State Traffic Administration Connecticut Department of Transportation Office: 860-594-2721 Cell: 860-944-9903 Joseph.Ouellette@ct.gov From: Sam Schweinsberg <sschweinsberg@amkinggroup.com> Sent: Tuesday, September 17, 2024 2:56 PM To: Ouellette, Joseph P. <Joseph.Ouellette@ct.gov> Cc: Jim Bubaris <jimbubaris@hotmail.com>; Daniel Jameson <djameson@designprofessionalsinc.com>; Carl Morse <cmorse@amkinggroup.com> Subject: ALDI South Windsor - Temporary Stone Lot EXTERNAL EMAIL: This email originated from outside of the organization. Do not click any links or open any attachments unless you trust the sender and know the content is safe. Good afternoon Joseph, My name is Sam Schweinsberg with A M King. We are trying to install a temporary stone lot at the ALDI Facility in South Windsor (See Attached temp trailer parking). This Is this temporary lot proposal to serve as an interim while the permanent solution is being designed (See attached concept plan). We have Jim Bubaris who will be doing the tra1ic engineering for the permanent Lots. My question is do we need to get OSTA involved for this temporary solution? We are not increasing the building footprint and we are trying to alleviate the problem with the permanent solution in the works. Appreciate the help. Thanks, You don't often get email from sschweinsberg@amkinggroup.com. Learn why this is important 2 Sam Schweinsberg Project Manager sschweinsberg@amkinggroup.com A M King Design / Construction / Facility Services / Property Consulting 1610 East Morehead Street Charlotte, NC 28207 t 704 365 3160 / c 208-520-4083 www.amkinggroup.com 82 84 ©···esignrofessionalsNot to Scale GRAVEL PARKING SECTION1 Not to Scale SILT FENCE2 INLET PROTECTION3 828 4 828 4 © · · · esign rofessionals PLANNING DEPARMENT IN-HOUSE REFERRAL FORM DATE: 10-22-24 TO: Michael Maniscalco, Walter Summers, Jeff Doolittle, Molly Keays, Melissa Pierce, Kevin Cooney, Tony Manfre, Autum Burke, Dave Turkington, Andrea Cofrancesco, Vincent Stetson, David Gesualdi, Marc Melanson, Scott Roberts, Michele Lipe FROM: Justin Russo, PLA, Assistant Planner The Planning & Engineering Departments have received plans for the following projects: Appl 24-42P Aldi Distribution Facility Parking Expansion Location: 295 Rye Street Site Plan Subdivision No. Acres 102 Zone I Industrial Commercial Residential No. Lots/Units 1 Water: Public Private Well Sewerage: Public Septic System Create a new car parking lot, new truck queuing lanes and parking lot, interior refrigeration unit upgrades 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 11-4-24 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 October 24, 2024 PZC Application 24-42P Aldi Distribution Facility 295 Rye St Parking Expansion The application has been reviewed under the 2022 CT State Building Codes. I have the following issues with the application. 1) Plans need to show where the accessible entrances to the existing building? 2) How many parking spots are being provided? The zoning table says 574 are required and that 597 are proposed. In the middle of the page, it says that there are 552 provided. (Pg C-SP-1) 3) With the amount of parking spaces provided, you will need 12 accessible spaces. 4) With 8 EV Charging stations provided, you will need 1 accessible space for each type of charger. 5) Plans need to show all the locations of the EV charging stations. 6) The site plan shows shared accessible spaces, but the only details that are shown is for single spaces. 7) Put on the overall site plan the sizes of all accessible parking spaces, so that there is no confusion. 8) Identify which accessible spaces are for vans. 9) The plans need to show the details for the Accessible EV Charging Station. Be advised that this is a review for the Planning and Zoning application only and not for any other permits. If you have any questions, please feel free to contact me. Marc Melanson Building Official 1540 Sullivan Avenue, South Windsor, CT 06074 phone 860-644-2511, ext. 2229 e-mail justin.russo@southwindsor-ct.gov Memo To: Daniel H. Jameson, PE From: Justin F. Russo, PLA, Assistant Planner Date: 10/29/24 Re: Appl #24-42P, Aldi Distribution Facility Parking Expansion Planning Review Comments The following are the Planning Department comments. Building Department comments are attached. Engineering comments will be sent separately. Please make the necessary revisions and submit three COMPLETE sets of full-size revised plans and 10 sets of 11”x17” plans by 11/20/24 to be sent out with the agenda (tentatively scheduled for 11/26/24). Site Plan Comments 1. General a. North arrows must be provided on drawings C-SP1, C-SP2, C-SP3, C-GD1 and C-GD2. b. Add the lighting plan sheet number to the Sheet Index on drawing C-T1. 2. Erosion & Sedimentation a. Since regrading will occur on the eastern berm, please provide additional silt fence downstream of the regrading area. Inlet protection on the Rye Street catch basin should also be provided. b. Provide project contact information on drawing C-ES3. c. Update the estimated construction completion date, as spring of 2024 has passed. 3. Layout a. The Zoning Table and Parking Notes on drawing C-SP1 and the Narrative Statement shall be updated to reflect the correct number of standard, total, and truck/trailer parking spaces per our conversation on October 28, 2024. b. Per Section 6.4.10A of our Zoning Regulations and based on the 128 new standard spaces and 1 new accessible space, the applicant must provide 9 electric vehicle parking spaces with EVSE and 4 parking spaces with conduit to support future EVSE installation. c. What will happen with the temporary trailer parking area behind the existing building once the new truck trailer parking lot has been constructed? d. Will the truck queueing spaces be striped? Additional measures should be taken to ensure that tractor trailers do not queue in the car bypass lane, preventing employees from accessing the facility. e. Drawing C-SP3 has concrete labels in the parking lot islands which are also shown to be landscaped. I assume these are mislabeled, but please provide clarification. South Windsor Planning Department Appl #24-42P, Aldi Distribution Facility Parking Expansion Site Plan Modification Page 2 1540 Sullivan Avenue, South Windsor, CT 06074 phone 860-644-2511, ext. 2229 e-mail justin.russo@southwindsor-ct.gov f. Crosswalk striping should be provided where pedestrians will be crossing from the new parking lot to the new concrete walkway leading to the new building canopy. 4. Grading & Drainage a. It appears that surveyed topographical data is missing on drawing C-GD1 where the new truck parking lot is proposed. Proposed contours are shown but they do not tie into existing grade. b. In the new truck queuing lane, the proposed 81 contour requires revisions; it seems that it is tying into the existing curb which is supposed to be removed. The proposed 82 contour should be resolved where it comes into the lawn. Additionally, please show the location of the proposed 86 contour. The existing 86 contour is too close to the proposed 85 contour and would result in a slope too steep for tractor trailer queuing. c. Proposed contours and spot grades must be shown for the new accessible space and the new concrete walkway. 5. Landscaping a. Tree removal and protection on drawing C-LP1 should be clearly identified. It should be recognized that the likelihood of trees surviving in areas of regrading, such as the berm and the new stormwater basin, is small due to excavation and compaction within critical root zones. Existing trees that will be removed on the berm should be replaced in kind to provide consistency with the original approval from 2007. b. The proposed planting of 900 Vinca minor is not appropriate. The USDA Forest Service has identified this plant to be an aggressive threat to native plants and communities due to its tendency to escape cultivation, naturalize, and form dense mats that inhibit the growth of other native herbaceous and woody plant species. Due to the very close proximity of this site to sensitive natural areas, the applicant must replace Vinca minor with a diverse mixture of the following native groundcovers: Arctostaphylos uva-ursi, Phlox subulata, Potentilla canadensis, and Viola sororia. 6. Lighting a. It is very difficult to read the photometric area calculations on drawing E-100. Modifications should be made so that Staff and Commissioners are able to read the text, either by adjusting plan scale or text size. Additionally, it appears that large portions of the photometric analysis were cut off, leaving gaps in all the studied areas. b. It does not appear that this photometric plan takes the existing light fixtures into account. If that is the case, then the information provided in the “photometric results” table is not truly representative of the post construction light levels. c. Details and cut sheets should be provided for all proposed light fixtures. Information should be provided related to color temperature, if fixtures utilize LEDs, are full cutoff, and comply with DarkSky guidelines. The photometric result table also mentions that certain light fixtures will have a backlight shield, but their specific ID is not referenced. Furthermore, where is “R1E” proposed? If you have any questions, please do not hesitate to contact me. Respectfully, Justin F. Russo, PLA, Assistant Planner PLANNINB DEPARTMENT November 13,2024 Daniel Jameson,PE. Design Professionals,Inc. 58 Connecticut Avenue,Suite H South Windsor.CT 06074 Dear Mr.Jameson. Re:Aldi Distribution Facility Parking Expansion—request for site plan modification to construct a car parking lot.truck queuing lanes,and truck parking lot to alleviate existing queuing issues along Rye Street,on property located at 295 Rye Street,l zone. Please be advised that the Public Meeting ofthe Planning &Zoning Commission for the above referenced matter has been scheduled for Tuesday,November 26,2024. This meeting will be held in the Madden Room of the South Windsor Town Hall.Someone must be present to represent the application. One sign advertising the meeting must be posted on the property for ten (10)consecutive days prior to the hearing and must be clearly visible from a town street.The sign must be posted on Rye Street frontage by Saturday.November 16.2024. Signs can be picked up at the Planning office ofthe South Windsor Town Hall.1540 Sullivan Avenue.Please call (860)644-251 1 ext.2329 if you have any questions.Monday 8:00 a.m.i 7:00 p.m..Tuesday —Thursday 8:00 am.i 4:30 p.m.and Friday 8:00 am.i 1:00 p.m. Sincerely. ,MI/t,f\_) Joshua Stem Administrative Secretary/Land Use Coordinator 1541]Sullivan Avenue,Suuth Windsor,CT UEDH 1 Tel (BED)544-2511 Ext 2329 i P|anning@SouthWindsur-BT.gav G:\jobs\2282\Docs\Applications\2024 Car and Truck Park, and Queue lane\PZC\11-13-2024 Response to Comments\2282 - Response to Comments (Application #24-42P).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 Connecticut, Massachusetts, & Rhode Island November 20, 2024 DPI# 2282 Town of South Windsor, CT Attn: Mr. Justin F. Russo, PLA, Assistant Planner 1540 Sullivan Avenue South Windsor, CT Re: App# 24-42P – Aldi Distribution Facility Parking Expansion Planning Review Comments 259 Rye Street Dear Mr. Russo, This letter addresses Planning Department comments dated October 29, 2024, Building Department comments dated October 24, 2024, and Environmental/Conservation comments dated October 30, 2024; Original Comments are indicated in italics for your ease of reference. Our responses are in bold. Planning Comments & Responses 1. General a. North arrows must be provided on drawings C-SP1, C-SP2, C-SP3, C-GD1 and C- GD2. The sheets have been modified accordingly. b. Add the lighting plan sheet number to the Sheet Index on drawing C-T1. The lighting plan sheet number has been added to the Sheet Index. 2. Erosion & Sedimentation a. Since regrading will occur on the eastern berm, please provide additional silt fence downstream of the regrading area. Inlet protection on the Rye Street catch basin should also be provided. Additional silt fencing and inlet protection has been added as requested, see sheet C-ES1. b. Provide project contact information on drawing C-ES3. Project contact information is now included on sheet C-ES3. c. Update the estimated construction completion date, as spring of 2024 has passed. Mr. Justin F. Russo, PLA, Assistant Planner November 20, 2024 Page 2 The estimated construction timeline was updated to reflect a start date of Spring 2025 and an end date of Fall 2025. 3. Layout a. The Zoning Table and Parking Notes on drawing C-SP1 and the Narrative Statement shall be updated to reflect the correct number of standard, total, and truck/trailer parking spaces per our conversation on October 28, 2024. The zoning table and parking notes on drawing C-OSP (previously C-SP1) and narrative statement have been updated to reflect the correct number of parking spaces as discussed. b. Per Section 6.4.10A of our Zoning Regulations and based on the 128 new standard spaces and 1 new accessible space, the applicant must provide 9 electric vehicle parking spaces with EVSE and 4 parking spaces with conduit to support future EVSE installation. The new car parking area, proposing 125 spaces, was revised to accommodate the layout of 4 standard accessible spaces to provide a total of 12 accessible spaces, 3 of which are designated as van spaces. The site currently has 10 EVSE spaces in an existing car parking lot (shown on Sheet C-SP2); one of those existing EVSE spaces is proposed to be re-striped to be an EV Van Accessible, non-restricted space. Four new EV ready spaces are also proposed within the existing car parking lot. c. What will happen with the temporary trailer parking area behind the existing building once the new truck trailer parking lot has been constructed? The temporary trailer parking area will be removed once the new truck parking lot is constructed. d. Will the truck queueing spaces be striped? Additional measures should be taken to ensure that tractor trailers do not queue in the car bypass lane, preventing employees from accessing the facility. The truck queuing spaces will be striped and has been clarified with labels. An additional “NO QUEUE ZONE” pavement note and striping has been added to clarify the edge of the outer thru lane and to keep it clear. A new sign is also proposed at the driveway entrance to direct thru traffic to keep right and deliveries to queue left. See sheet C-SP1. e. Drawing C-SP3 has concrete labels in the parking lot islands which are also shown to be landscaped. I assume these are mislabeled, but please provide clarification. Mr. Justin F. Russo, PLA, Assistant Planner November 20, 2024 Page 3 The concrete labels were intended for the curbing only. For clarity, the site plan sheets were updated to replace “CONC.” notations with labels stating “Proposed Concrete Curb”. See sheets C-SP1 and C-SP2. f. Crosswalk striping should be provided where pedestrians will be crossing from the new parking lot to the new concrete walkway leading to the new building canopy. A new crosswalk and concrete ramp is now proposed for pedestrian crossing from the new parking lot to a new concrete ramp. See sheet C-SP2. 4. Grading & Drainage a. It appears that surveyed topographical data is missing on drawing C-GD1 where the new truck parking lot is proposed. Proposed contours are shown but they do not tie into existing grade. Existing topography within the new truck parking area is now shown on the plan. b. In the new truck queuing lane, the proposed 81 contour requires revisions; it seems that it is tying into the existing curb which is supposed to be removed. The proposed 82 contour should be resolved where it comes into the lawn. Additionally, please show the location of the proposed 86 contour. The existing 86 contour is too close to the proposed 85 contour and would result in a slope too steep for tractor trailer queuing. Additional grading information for the proposed queue lanes will be included in the final plan set submission. c. Proposed contours and spot grades must be shown for the new accessible space and the new concrete walkway. Additional grading information for the proposed accessible parling spaces in the car parking area will be included in the final plan set submission. 5. Landscaping a. Tree removal and protection on drawing C-LP1 should be clearly identified. It should be recognized that the likelihood of trees surviving in areas of regrading, such as the berm and the new stormwater basin, is small due to excavation and compaction within critical root zones. Existing trees that will be removed on the berm should be replaced in kind to provide consistency with the original approval from 2007. Trees in the regraded berm have been identified as to whether they are to be removed and replaced with the same type of existing tree, or replaced with other tree types consistent with the original approval. A tree protection fence line is now shown in the regraded berm to clearly delineate which trees shall be protected and replaced if damaged. For the existing tree to remain by the new detention area, it was the original intent to position the basin to save this tree. The plans have been updated to reflect that. See sheets C-GD1 and C-LP1. Mr. Justin F. Russo, PLA, Assistant Planner November 20, 2024 Page 4 b. The proposed planting of 900 Vinca minor is not appropriate. The USDA Forest Service has identified this plant to be an aggressive threat to native plants and communities due to its tendency to escape cultivation, naturalize, and form dense mats that inhibit the growth of other native herbaceous and woody plant species. Due to the very close proximity of this site to sensitive natural areas, the applicant must replace Vinca minor with a diverse mixture of the following native groundcovers: Arctostaphylos uva-ursi, Phlox subulata, Potentilla canadensis, and Viola sororia. The landscape plan for the interior islands of the new car parking lot now shows the vinca groundcover replaced with three of the aforementioned native groundcover varieties plus fragrant sumac. 6. Lighting a. It is very difficult to read the photometric area calculations on drawing E-100. Modifications should be made so that Staff and Commissioners are able to read the text, either by adjusting plan scale or text size. Additionally, it appears that large portions of the photometric analysis were cut off, leaving gaps in all the studied areas. The lighting plan now includes 30 scale blow ups of the proposed improvement areas for clarity in review of the photometric calculations. The photometric analysis area was also expanded as requested. Please see the E-100 sheets for more information. b. It does not appear that this photometric plan takes the existing light fixtures into account. If that is the case, then the information provided in the “photometric results” table is not truly representative of the post construction light levels. The Lighting plan now includes the combined effect of existing lighting around the proposed improvement area. Photometric results have been updated to reflect this. See sheet E-100. c. Details and cut sheets should be provided for all proposed light fixtures. Information should be provided related to color temperature, if fixtures utilize LEDs, are full cutoff, and comply with DarkSky guidelines. The photometric result table also mentions that certain light fixtures will have a backlight shield, but their specific ID is not referenced. Furthermore, where is “R1E” proposed? Cut sheets for the proposed light fixtures are included as an attachment to this response letter. Final plans will indicate which light fixtures were considered with back shield lighting and which ones were not, if any. Clarification on the location of R1E will also be provided in the final plan set. Building Department Comments & Responses 1. Plans need to show where the accessible entrances to the existing building? Mr. Justin F. Russo, PLA, Assistant Planner November 20, 2024 Page 5 Accessible building entrances are now shown on the plan. See sheet C-SP2. 2. How many parking spots are being provided? The zoning table says 574 are required and that 597 are proposed. In the middle of the page, it says that there are 552 provided. (Pg C-SP-1) Per zoning regulations we are required to provide 551 parking spaces. With the addition of 125 new parking spaces, 481 parking spaces will be onsite after construction with 70 reserve spaces proposed to make up the difference. See sheet C-OSP for the updated parking breakdown. 3. With the amount of parking spaces provided, you will need 12 accessible spaces. Four new standard accessible spaces are proposed within the car parking lot to provide 12 total accessible parking spaces onsite. Three of the 12 will be van accessible parking spaces. All accessible parking space locations, existing and proposed, are identified on sheet C-OSP. 4. With 8 EV Charging stations provided, you will need 1 accessible space for each type of charger. One of 10 existing EV parking spaces will be restriped and identified as a Van Accessible EV (non-restricted) parking space. 5. Plans need to show all the locations of the EV charging stations. Existing and proposed EV parking stations are shown on the plan set. See sheets C-OSP and C-SP2. 6. The site plan shows shared accessible spaces, but the only details that are shown is for single spaces. Shared EV parking spaces details are now included in the plan set. See sheet C-D4 for more information. 7. Put on the overall site plan the sizes of all accessible parking spaces, so that there is no confusion. All accessible parking space locations, existing and proposed, are identified on sheet C- OSP. 8. Identify which accessible spaces are for vans. Existing van accessible spaces are included in the plan set. See sheet C-OSP. 9. The plans need to show the details for the Accessible EV Charging Station. The Van Accessible EV parking space detail is now included in the plan set. See sheet C- D4 for more information. Mr. Justin F. Russo, PLA, Assistant Planner November 20, 2024 Page 6 Should you have any questions or require any additional information, please do not hesitate to contact our office. Sincerely, Daniel H. Jameson, P.E. Director of Engineering 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 Narrative Statement Site Plan Modification Aldi Distribution Facility 295 Rye Street South Windsor, Connecticut DPI Proj. No. 2282 October 21, 2024 Rev. November 20, 2024 On behalf of applicant A.M. King Construction Co, LLC, please accept this narrative for a Site Plan Modification of the Aldi Distribution Facility at 295 Rye Street. Aldi grocery store currently operates an existing distribution facility at the subject location in the Industrial zone and has retained A.M. King to coordinate the following improvements: a new car parking lot to assist with employee shift changes, new truck queue lanes and parking lot to alleviate queueing issues along Rye Street, and refrigeration unit upgrades in the interior. The applicant is seeking a Site Plan Modification from the Planning and Zoning Commission to amend the original site plans approved by the Commission on March 27, 2007 (Application 06- 06P) and associated modifications and change orders. No disturbance is proposed within regulated wetland areas or their associated buffer areas, and as such the project is seeking erosion control review and approval from the Inland Wetland Agency/Conservation Commission. The plans show a new 125 space car parking lot to accommodate employee shift changes. Aldi has indicated that they have 220 employees in their largest shift. Required parking calculations as described in Town of South Windsor Zoning Regulations Minimum Required Parking Spaces table 6.4.3B were determined based on 220 employees in the largest shift plus the required 20% additional parking for shift change, the square footage of the building, and previously approved parking figures. The resulting total required minimum parking was determined to be 551 spaces. The site currently has 357 parking spaces. One space will be lost to allow room for restriping of an existing standard EV parking space to allow it to comply with EV Van Accessible space requirements. With the addition of the new 125 space car parking lot, and consideration of 70 reserve spaces, 46 of which have been previously approved, the total number of car parking spaces provided will be 551 spaces (357 – 1 + 125 + 70 = 551). 24 existing truck parking spaces are designated as proposed reserve car parking spaces should they be needed. Due to concerns over the trailer trucks queuing on Rye Street, the entrance drive leading to the truck check-in area has been widened to provide 3 truck queueing lanes and a 4th vehicle circulation drive as the outside lane. These new lanes, plus the space for truck queuing in the existing lanes by the truck check-in area will accommodate space for 21 trucks to queue within the site. In addition to the active truck queue lanes, a new truck and trailer parking lot is proposed. This will also assist in mitigating the truck queuing issue on Rye St by having more spaces after G:\jobs\2282\Docs\Applications\2024 Car and Truck Park, and Queue lane\Working\2282 NARRATIVE 11-20-24.docx check-in. This new truck and trailer parking lot proposes 85 new spaces, 40 trailer parking spaces and 45 truck parking spaces. 6 existing truck spaces are proposed to be removed to allow access to the new lot. With this, the total parking for trucks and trailers will be increased by 79 spaces. This new lot will also assist in circulation by providing a new way for trucks to circulate within the site. New landscaping is being proposed along the modified entrance lane and the car parking lot. The trees along the modified entry drive will mirror the trees that are to remain on the exiting side with the same complimentary pattern. The trees in the new car parking lot will also reference the same tree selections of the previously approved lots. In addition to the trees, there is a diverse mix of native groundcovers in the new car parking lot. Part of the existing berm by the new entrance will require regrading, but it will be minimized to save the existing trees. Some of the removed evergreen trees on the berm will be replaced by the same tree variety while the rest are proposed to be deciduous ornamental trees as previously approved and will be appropriately sized for the new edge of curb. In addition, new evergreen trees have been placed at the entrance to screen the new truck queuing lanes. New site lighting is proposed at the new entrance lanes, truck and trailer lot, car parking lot, and walkway connecting to the new accessible parking spaces proposed in the new car parking lot. To match the existing lighting on site and to efficiently provide the lighting required for the new truck and trailer and car parking lots, the poles in these locations are shown to be 30 foot tall poles. In reference to South Windsor zoning regulations section 6.3.3.E, the applicant requests a waiver to allow the light pole height to be over 25 feet as no adverse effects of the pole heights are expected. The other required standards for site lighting meet or exceed town standards. New detention basins are proposed to accommodate the additional drainage needed for the new pavement areas. These three detention areas will have detention seed mixes for the slopes and basin bottom’s appropriate for their use. The applicant has contacted OSTA to determine whether these site changes will require any need for an approval. Since the building size has not changed, there are no new loading docks, and the access points are not changing, there is no jurisdiction for OSTA involvement. In conclusion, we believe that these new parking areas and queue lanes will greatly improve, not only the site’s circulation and parking needs, but also relieve truck queuing issues on Rye Street. The applicant and design team believe that we are complying with current zoning requirements for these improvements, with the exception of the waiver requested for the site lighting pole height. We look forward to the Commission’s consideration of this application. ©···esignrofessionalsesign rofessionals· · · esign rofessionals 8284828482848284©···esignrofessionals ©···esignrofessionals ©···esignrofessionals· · · ’ · · · · ’ · 82 84 RYE ST R E E T RYE S T R E E T ©···esignrofessionals 8284R Y E S T R E E T ©···esignrofessionals ©···esignrofessionals 8284R Y E S T R E E T 8284©···esignrofessionals ©···esignrofessionals 8284R Y E S T R E E T 8284©···esignrofessionals ©···esignrofessionalsDO 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." 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 (2"-3") 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. Not to Scale TREE PLANTING DETAIL1 Not to Scale SHRUB & GROUNDCOVER PLANTING DETAIL6 Not to Scale TREE PROTECTION DETAIL7 ©···esignrofessionals“ ” · ·” ·“” · · · ©···esignrofessionalsNot to Scale PREFORMED SCOUR HOLE1 Not to Scale PAVED LEAK OFF6 Not to Scale PRECAST CONCRETE CURB4 Not to Scale CONCRETE BOLLARD5 Not to Scale CONCRETE SIDEWALK SECTION - STANDARD DUTY2 Not to Scale CONCRETE PAVEMENT SECTION3 Not to Scale CONCRETE JOINT DETAIL8 Not to Scale LIGHT POLE BASE DETAIL9 Not to Scale BOLLARD LIGHT POLE7 Not to Scale HDPE FLARED END4Not to Scale FLARED END TRASH GUARD3 ©···esignrofessionalsNot to Scale OUTLET CONTROL STRUCTURE6 Not to Scale STORM DRAIN TRENCH SECTION1 Not to Scale RIP-RAP LEVEL SPREADER2 Not to Scale PRECAST CONCRETE TYPE "C" AND "C-L" CATCH BASIN8 Not to Scale REINFORCED CONCRETE PIPE END9 Not to Scale STANDARD CATCH BASIN TOPS5 Not to Scale UTILITY CROSSING7 ©···esignrofessionalsNot to Scale ACCESSIBLE PARKING SYMBOL1 Not to Scale ACCESSIBLE PARKING SIGN POST2 Not to Scale ACCESSIBLE PARKING SIGN3 Not to Scale AUTOMOBILE ACCESSIBLE PARKING SPACE5 Not to Scale SHARED STANDARD ACCESSIBLE PARKING SPACE6 Not to Scale VAN ACCESSIBLE EV CHARGING STATION LAYOUT7 Not to Scale STANDARD EV CHARGING STATION LAYOUT8 Not to Scale PAINTED CROSSWALK9 Not to Scale PRECAST CONCRETE WHEELSTOP10 Not to Scale CURB RAMP WITH DETECTABLE WARNING SURFACE11 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.250.25 0.25 0.25 0.25 0.25 0.250.25 0.25 0.250.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.250.250.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.250.25 0.250.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 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0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 LP2 30'-0" LP2 30'-0" LP2 30'-0" LP1 25'-0" LP1 25'-0" LP1 25'-0" LP1 25'-0" LP1 30'-0" LP1 30'-0" LP1 30'-0" LP1 30'-0" LP1 30'-0" LP1 30'-0" LP1 30'-0" LP1 30'-0" LP1 30'-0" LP1 30'-0" LP1 30'-0" LP1 30'-0" LP1 30'-0" LP1 30'-0" LP1 30'-0" LP1 30'-0" LP2 30'-0" LP2 30'-0" LP2 30'-0" LP2 30'-0" LP2 30'-0" LP2 30'-0" LP2 30'-0" LPB LPB LPB LPB LPB LPB LPB BBBBBBBB LPB LPB LPBLPB LPBLPB LPB LPB LPB LPB LPB LPB LPB LPB LPB PROPERTY LINE PROPERTY LINE 0.25FC CONTOUR LINE 0.25FC CONTOUR LINE 0.25FC CONTOUR LINE EXISTING ALDI DISTRIBUTION CENTER EXISTING PARKING EXISTING PARKING EXISTING PARKING E-100A 1 E-100B 1 E1 25'-0" E1 25'-0" E1 25'-0" E1 25'-0"E2 30'-0" E2 30'-0" E2 30'-0" E2 30'-0" E2 30'-0" E1 25'-0" E1 25'-0" E1 25'-0" E1 25'-0" E1 25'-0" E1 25'-0" PHOTOMETRICS RESULTS AREA EMPLOYEE PARKING LOT AVERAGE 3.4FC MAXIMUM MINIMUM MAX/MIN AVG/MIN REQUIRED MINIMUM RECOMMENDED MAX/MIN 6.2FC 0.4FC 0.2FC AT GRADE 20:1 2.2FC 7.8FC 0.2FC TRUCK PARKING LOT 20:10.2FC AT GRADE 0.0FC 0.2FC 0.0FC PROPERTY LINE N.A. REQUIRED MAXIMUM <0.25FC AT GRADE N.A. N.A.8.5:1 N.A. N.A. 11.0:1 N.A. 15.5:1 39.0:1 NOTE: 1. BOLD ITEMS SHOW NEW WORK, HALF-TONE FEATURES ARE EXISTING AND TO REMAIN. THE PHOTOMETRIC RESULTS SHOWN ACCOUNT FOR EXISTING LIGHT FIXTURES (HALF-TONED), EXISTING FIXTURE LOCATIONS AND LIGHT OUTPUT RATINGS ARE APPROXIMATE. 2. PHOTOMETRIC RESULTS ARE ACCEPTABLE AND MEET / EXCEED LIGHTING REQUIREMENTS PROVIDED IN TOWN OF S. WINDSOR ZONING REGULATIONS SECTION 6.3. A. LIGHTING LEVELS AT PROPERTY LINES ARE LESS THAN 0.25FC. B. LIGHT FIXTURES INCLUDE REQUIREMENT FOR BACKLIGHT SHIELD. 3. LIGHT POLES EMPLOY A FIXTURE HEIGHT AS INDICATED ON PLANS - MATCHING EXISTING FIXTURES. 4. LIGHT POLES MUST BE LOCATED AT LEAST FIVE FEET FROM ANY PROPERTY BOUNDARY. LIGHT POLE FIXTURES MUST BE TOP DOWNWARD, FULL CUT OFF, OR FULLY SHIELDED. COLOR LEGEND 0.1 FC 0.25 FC 0.5 FC 1.0 FC 5.0 FC NA BC DEF1 2 3 4 5 6A BC DE F 1 2 3 4 5 6 SEAL: PREPARED FOR: DRAWING TITLE: PROJECT: SHEET NUMBER: SCALE: DRAWN BY: DESIGNED BY: CHECKED BY: PROJECT NO: DATE: © BPE 2024 295 SEVEN FARMS DRIVE SUITE C-321 DANIEL ISLAND, SC 29492 www.bpe-eng.com (843)471-5488 AS INDICATED ZONING COMMISSION REVIEW MARK DATE DESCRIPTION 1 11.13.2024 TOWN COMMENTS E-100 295 RYE STREET SOUTH WINDSOR, CONNECTICUT SOUTH WINDSOR COOLER CONVERSION & RENOVATIONS SITE PHOTOMETRICS CH CH GB 240056 11.13.2024 1" = 100'-0"E-100 1 SITE PHOTOMETRICS 1 LIGHTING FIXTURE SCHEDULE ID DESCRIPTION MANUFACTURER MODEL LUMENS VOLTAGE INPUT WATTS NOTES B PATHWAY BOLLARD 42" CREE LIGHTING PWY-EDG-5M-P4-02-E-UL-525-40 2,835 lm 277 V 34 W MAKE/MODEL/OPTIONS AS REQUIRED. COORDINATE WITH ARCHITECT AND OWNER FOR MORE DETAILS. E1 EXISTING SITE LIGHTING FIXTURE TO REMAIN OSQ-3ME_1 OSQ-A-NM-3ME-B-57K-xx-xx 11,648 lm 277 V 86 W LUMINAIRES ARE EXISTING TO REMAIN, INCLUDED FOR OVERALL PHOTOMETRIC IMPACT. E2 EXISTING SITE LIGHTING FIXTURE TO REMAIN OSQ-4ME_1 OSQ-A-NM-4ME-K-57K-xx-xx 17,291 lm 277 V 130 W LUMINAIRES ARE EXISTING TO REMAIN, INCLUDED FOR OVERALL PHOTOMETRIC IMPACT. LP1 LIGHT POLE FIXTURE, 22,000LM, 4B DISTRIBUTION CREE LIGHTING OSQ-L-C-22L-57K7-4B-UL 22,300 lm 277 V 131 W MAKE/MODEL/OPTIONS AS REQUIRED. COORDINATE WITH CIVIL AND ARCHITECT FOR MORE DETAILS. LP2 LIGHT POLE FIXTURE, 40,000LM, 4M DISTRIBUTION CREE LIGHTING OSQ-L-C-40L-57K7-4M-UL 38,000 lm 277 V 236 W MAKE/MODEL/OPTIONS AS REQUIRED. COORDINATE WITH CIVIL AND ARCHITECT FOR MORE DETAILS. LPB ROUND STRAIGHT STEEL POLE WITH CONCRETE BASE, HEIGHT AS SHOWN ON PLANS MATCH EXISTING MATCH EXISTING 0 lm 0 V 0 W MAKE/MODEL/OPTIONS AS REQUIRED. COORDINATE WITH CIVIL AND ARCHITECT FOR MORE DETAILS. R1E 6" ROUND DOWNLIGHT, BATTERY GOTHAM LIGHTING IVO6S D 20LM 35K 80CRI WD MIN1 MVOLT E6WR 2,000 lm 120 V 18 W MOUNTING AND OPTIONS AS REQUIRED. COORDINATE WITH ARCHITECT FOR MORE DETAILS. X EXIT SIGN, EDGE-LIT, RED LETTERING, 1-SIDED, COLD TEMP LITHONIA WLTE W 1 R EL SD 0 lm 277 V 3 W MOUNTING AND OPTIONS AS REQUIRED. COORDINATE WITH ARCHITECT FOR MORE DETAILS. 11 N SE EC DIL 0037997 L . Y BRAO DGGEERRG11-07-2024 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.250.25 0.25 0.25 0.25 0.25 0.250.25 0.25 0.250.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.1 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 0.10.1 0.1 0.1 0.1 0.1 0.10.1 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 5 5 5 5 5 5 55 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11111 1 1 1 1 0.5 0.5 0.5 0.5 0.50.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 1.2 1.1 1.1 1.1 1.2 1.2 1.3 1.4 1.3 1.2 1.2 1.1 1.1 1.1 1.2 0.9 0.7 0.6 0.5 0.5 0.4 2.1 2.1 2.1 2.0 2.1 2.1 2.2 2.4 2.2 2.1 2.1 2.0 2.1 2.1 2.1 1.6 1.4 1.1 0.9 0.8 0.5 3.2 3.1 3.0 2.8 2.9 3.1 3.3 3.4 3.3 3.0 2.8 2.8 3.0 3.2 3.1 2.7 2.1 1.6 1.2 0.9 0.6 3.8 3.7 3.4 3.2 3.3 3.5 3.9 4.1 3.9 3.4 3.3 3.3 3.4 3.8 3.8 3.3 2.4 1.9 1.4 1.0 0.6 4.7 4.1 3.9 4.0 4.1 3.9 4.4 5.0 4.3 3.9 4.1 4.1 3.9 4.2 4.7 3.6 2.8 2.4 1.7 1.1 0.6 5.6 4.3 4.2 4.4 4.5 4.2 4.7 6.0 4.5 4.3 4.5 4.5 4.2 4.6 5.7 3.9 3.1 2.7 1.8 1.2 0.6 5.2 4.3 4.1 4.4 4.5 4.2 4.7 5.7 4.6 4.4 4.6 4.6 4.2 4.6 5.4 3.9 3.1 2.7 1.9 1.2 0.7 4.3 4.2 3.9 3.9 4.0 4.1 4.7 5.1 4.7 4.3 4.2 4.2 4.2 4.7 4.8 4.0 3.0 2.4 1.8 1.3 0.8 4.0 4.1 3.9 3.8 3.9 4.2 4.7 5.2 5.0 4.6 4.4 4.4 4.6 4.8 4.8 4.0 3.1 2.4 1.9 1.5 1.0 3.3 3.5 3.7 3.8 4.0 4.4 4.8 5.4 5.1 5.0 4.7 4.7 4.9 4.9 4.9 4.0 3.2 2.6 2.1 1.7 1.1 2.9 2.8 3.1 3.4 3.7 4.3 4.9 5.4 5.1 4.7 4.4 4.4 4.6 4.8 4.9 4.0 3.1 2.5 1.9 1.5 1.0 3.0 3.0 3.2 3.5 3.8 4.2 4.9 5.3 4.9 4.4 4.3 4.3 4.3 4.7 4.8 4.0 3.0 2.4 1.8 1.3 0.8 3.7 3.7 3.7 3.8 4.3 4.3 4.9 5.9 4.8 4.5 4.7 4.7 4.3 4.7 5.5 4.0 3.1 2.7 1.9 1.3 0.7 4.1 4.1 3.9 4.0 4.4 4.3 4.9 6.2 4.8 4.5 4.7 4.7 4.3 4.7 5.8 4.0 3.2 2.7 1.9 1.2 0.7 5.0 4.3 4.2 4.4 4.4 4.2 4.7 5.5 4.6 4.3 4.5 4.4 4.1 4.5 5.0 3.8 3.0 2.5 1.8 1.2 0.6 5.8 4.6 4.3 4.4 4.1 4.2 4.7 4.9 4.6 4.1 3.9 3.9 4.0 4.3 4.2 3.6 2.7 2.1 1.5 1.1 0.7 5.2 4.6 4.4 4.5 4.3 4.3 4.6 5.1 4.6 4.3 4.0 3.9 4.0 4.0 3.9 3.2 2.5 1.9 1.5 1.2 0.8 4.4 4.1 4.0 4.1 4.3 4.6 5.2 4.7 4.4 4.0 3.7 3.6 3.3 3.3 2.5 2.0 1.7 1.4 1.2 0.9 3.6 3.6 3.5 3.7 4.1 4.7 5.1 4.8 4.2 3.7 3.5 3.2 3.1 3.2 2.4 2.0 1.7 1.4 1.2 0.9 2.8 3.1 3.6 3.9 4.7 5.3 4.7 4.1 4.0 3.7 3.6 3.6 3.6 3.0 2.4 1.9 1.5 1.2 0.8 2.6 3.4 3.7 4.5 5.9 4.6 4.2 4.2 3.8 3.8 4.0 4.0 3.5 2.6 2.0 1.5 1.1 0.6 3.3 4.2 5.6 4.4 4.2 4.3 4.2 3.9 4.3 4.7 3.7 2.8 2.4 1.7 1.1 0.6 3.8 4.0 4.2 4.0 4.4 5.5 3.8 3.0 2.6 1.7 1.1 0.6 3.8 4.3 5.2 3.7 2.9 2.5 1.7 1.1 0.6 2.6 2.1 1.5 1.0 0.6 5.0 6.4 5.7 2.7 9.0 5.1 3.1 5.3 8.2 2.4 2.4 7.3 7.5 1.7 2.7 3.3 9.7 2.7 9.4 2.3 5.1 8.4 1.3 3.8 6.0 5.5 3.3 5.4 7.4 0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 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 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.1 0.1 0.2 0.1 0.1 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 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 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 0.1 0.0 0.0 0.0 0.0 0.1 0.2 0.2 0.3 0.3 0.4 0.5 0.4 0.4 0.5 0.5 0.5 0.5 0.6 0.5 0.5 0.5 0.5 0.4 0.4 0.5 0.4 0.3 0.3 0.2 0.2 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.3 0.3 0.4 0.5 0.5 0.7 0.9 0.8 0.8 0.8 0.8 0.8 0.9 1.1 0.9 0.8 0.8 0.8 0.8 0.8 0.9 0.7 0.5 0.5 0.4 0.3 0.3 0.2 0.1 0.1 0.0 0.0 0.0 0.5 0.6 0.7 0.9 1.0 1.2 0.3 0.2 0.1 0.0 0.0 0.0 0.6 0.9 1.1 1.4 1.7 2.1 0.3 0.2 0.1 0.0 0.0 0.0 0.6 0.9 1.3 1.7 2.3 3.0 0.3 0.1 0.1 0.0 0.0 0.0 0.6 1.0 1.5 2.1 2.6 3.5 0.3 0.1 0.1 0.0 0.0 0.0 0.6 1.1 1.7 2.6 2.9 3.8 0.3 0.2 0.1 0.1 0.0 0.0 0.6 1.1 1.8 2.6 3.0 3.9 0.4 0.2 0.1 0.1 0.0 0.0 0.6 1.1 1.7 2.4 2.8 3.8 0.4 0.2 0.1 0.1 0.0 0.0 0.6 1.1 1.5 2.0 2.6 3.5 0.5 0.3 0.1 0.1 0.0 0.0 0.7 1.1 1.4 1.9 2.4 3.0 0.6 0.3 0.2 0.1 0.0 0.0 0.8 1.1 1.3 1.6 1.8 2.3 0.6 0.3 0.2 0.1 0.0 0.0 0.8 1.1 1.3 1.5 1.7 2.1 0.5 0.3 0.1 0.1 0.0 0.0 0.8 1.1 1.4 1.8 2.2 2.7 0.4 0.2 0.1 0.1 0.0 0.0 0.7 1.1 1.5 2.0 2.6 3.4 0.4 0.2 0.1 0.1 0.0 0.0 0.6 1.1 1.6 2.3 2.8 3.7 0.3 0.2 0.1 0.1 0.0 0.0 0.6 1.2 1.8 2.6 3.0 3.9 0.4 0.2 0.1 0.1 0.0 0.0 0.6 1.1 1.8 2.6 3.0 3.9 0.4 0.2 0.1 0.1 0.0 0.0 0.6 1.1 1.6 2.3 2.8 3.8 4.7 0.5 0.3 0.2 0.1 0.1 0.0 0.6 1.0 1.3 1.8 2.5 3.3 3.9 0.6 0.3 0.2 0.1 0.1 0.0 0.6 0.9 1.2 1.5 2.0 2.5 3.0 3.1 0.5 0.3 0.1 0.1 0.0 0.0 0.5 0.7 0.8 1.0 1.2 1.4 1.9 2.0 2.3 0.4 0.2 0.1 0.1 0.0 0.0 0.3 0.4 0.5 0.6 0.6 0.8 1.1 1.3 1.8 2.3 0.3 0.2 0.1 0.1 0.0 0.0 0.2 0.2 0.3 0.3 0.4 0.5 0.8 1.2 1.6 2.0 2.8 3.1 3.9 0.3 0.2 0.1 0.0 0.0 0.0 0.1 0.1 0.2 0.2 0.2 0.3 0.7 8.8 1.8 2.1 2.6 3.5 4.0 4.0 3.6 3.7 0.3 0.1 0.1 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.2 0.3 1.2 4.9 4.5 1.5 1.8 2.3 2.9 3.3 3.3 3.3 3.3 3.6 3.7 4.1 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.4 15.0 1.2 1.1 1.3 1.5 1.8 2.3 2.3 2.4 2.6 2.8 3.2 3.7 3.8 3.3 2.5 1.9 1.0 0.6 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 1.6 4.3 2.1 0.6 0.6 0.7 0.8 1.0 1.4 1.4 1.7 1.9 2.1 2.5 2.9 3.1 2.7 2.1 1.6 1.2 0.9 0.6 0.3 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.3 11.9 0.7 0.3 0.4 0.4 0.5 0.6 0.9 1.0 1.1 1.3 1.4 1.5 1.7 1.9 1.6 1.3 1.1 0.9 0.8 0.6 0.3 0.2 0.1 0.0 0.0 0.0 0.0 0.1 2.2 6.1 1.0 0.2 0.2 0.2 0.2 0.3 0.4 0.5 0.6 0.7 0.7 0.8 0.8 0.8 1.0 0.8 0.7 0.6 0.5 0.5 0.4 0.2 0.1 0.1 0.0 0.0 0.0 0.1 0.2 10.6 0.4 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.5 0.4 0.4 0.3 0.3 0.2 0.2 0.2 0.1 0.1 0.0 0.0 0.0 0.1 2.8 8.3 0.7 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.4 8.6 0.3 0.1 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 0.0 0.0 0.0 0.0 0.0 0.0 2.6 11.2 1.1 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.3 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.8 1.4 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9.4 PHOTOMETRICS RESULTS AREA EMPLOYEE PARKING LOT AVERAGE 3.4FC MAXIMUM MINIMUM MAX/MIN AVG/MIN REQUIRED MINIMUM RECOMMENDED MAX/MIN 6.2FC 0.4FC 0.2FC AT GRADE 20:1 2.2FC 7.8FC 0.2FC TRUCK PARKING LOT 20:10.2FC AT GRADE 0.0FC 0.2FC 0.0FC PROPERTY LINE N.A. REQUIRED MAXIMUM <0.25FC AT GRADE N.A. N.A.8.5:1 N.A. N.A. 11.0:1 N.A. 15.5:1 39.0:1 NOTE: 1. BOLD ITEMS SHOW NEW WORK, HALF-TONE FEATURES ARE EXISTING AND TO REMAIN. THE PHOTOMETRIC RESULTS SHOWN ACCOUNT FOR EXISTING LIGHT FIXTURES (HALF-TONED), EXISTING FIXTURE LOCATIONS AND LIGHT OUTPUT RATINGS ARE APPROXIMATE. 2. PHOTOMETRIC RESULTS ARE ACCEPTABLE AND MEET / EXCEED LIGHTING REQUIREMENTS PROVIDED IN TOWN OF S. WINDSOR ZONING REGULATIONS SECTION 6.3. A. LIGHTING LEVELS AT PROPERTY LINES ARE LESS THAN 0.25FC. B. LIGHT FIXTURES INCLUDE REQUIREMENT FOR BACKLIGHT SHIELD. 3. LIGHT POLES EMPLOY A FIXTURE HEIGHT AS INDICATED ON PLANS - MATCHING EXISTING FIXTURES. 4. LIGHT POLES MUST BE LOCATED AT LEAST FIVE FEET FROM ANY PROPERTY BOUNDARY. LIGHT POLE FIXTURES MUST BE TOP DOWNWARD, FULL CUT OFF, OR FULLY SHIELDED. COLOR LEGEND 0.1 FC 0.25 FC 0.5 FC 1.0 FC 5.0 FC BB B B B B B B 0.25FC CONTOUR LINE LP1 30'-0" LPB LPB LPB LPBLPBLPB LPB LPB LP1 30'-0" LP1 30'-0" LP1 30'-0" LP1 30'-0" LP1 30'-0" LP1 30'-0" LP1 30'-0" LP1 30'-0" LP1 30'-0" LP1 30'-0" LP1 30'-0" LP1 30'-0" LP1 30'-0" LP1 30'-0" LP1 30'-0" PROPERTY LINE NA BC DE F 1 2 3 4 5 6A BC DE F 1 2 3 4 5 6 SEAL: PREPARED FOR: DRAWING TITLE: PROJECT: SHEET NUMBER: SCALE: DRAWN BY: DESIGNED BY: CHECKED BY: PROJECT NO: DATE: © BPE 2024 295 SEVEN FARMS DRIVE SUITE C-321 DANIEL ISLAND, SC 29492 www.bpe-eng.com (843)471-5488 AS INDICATED ZONING COMMISSION REVIEW MARK DATE DESCRIPTION 1 11.13.2024 TOWN COMMENTS E-100A 295 RYE STREET SOUTH WINDSOR, CONNECTICUT SOUTH WINDSOR COOLER CONVERSION & RENOVATIONS SITE PHOTOMETRICS ENLARGED CH CH GB 240056 11.13.2024 LIGHTING FIXTURE SCHEDULE ID DESCRIPTION MANUFACTURER MODEL LUMENS VOLTAGE INPUT WATTS NOTES B PATHWAY BOLLARD 42" CREE LIGHTING PWY-EDG-5M-P4-02-E-UL-525-40 2,835 lm 277 V 34 W MAKE/MODEL/OPTIONS AS REQUIRED. COORDINATE WITH ARCHITECT AND OWNER FOR MORE DETAILS. E1 EXISTING SITE LIGHTING FIXTURE TO REMAIN OSQ-3ME_1 OSQ-A-NM-3ME-B-57K-xx-xx 11,648 lm 277 V 86 W LUMINAIRES ARE EXISTING TO REMAIN, INCLUDED FOR OVERALL PHOTOMETRIC IMPACT. E2 EXISTING SITE LIGHTING FIXTURE TO REMAIN OSQ-4ME_1 OSQ-A-NM-4ME-K-57K-xx-xx 17,291 lm 277 V 130 W LUMINAIRES ARE EXISTING TO REMAIN, INCLUDED FOR OVERALL PHOTOMETRIC IMPACT. LP1 LIGHT POLE FIXTURE, 22,000LM, 4B DISTRIBUTION CREE LIGHTING OSQ-L-C-22L-57K7-4B-UL 22,300 lm 277 V 131 W MAKE/MODEL/OPTIONS AS REQUIRED. COORDINATE WITH CIVIL AND ARCHITECT FOR MORE DETAILS. LP2 LIGHT POLE FIXTURE, 40,000LM, 4M DISTRIBUTION CREE LIGHTING OSQ-L-C-40L-57K7-4M-UL 38,000 lm 277 V 236 W MAKE/MODEL/OPTIONS AS REQUIRED. COORDINATE WITH CIVIL AND ARCHITECT FOR MORE DETAILS. LPB ROUND STRAIGHT STEEL POLE WITH CONCRETE BASE, HEIGHT AS SHOWN ON PLANS MATCH EXISTING MATCH EXISTING 0 lm 0 V 0 W MAKE/MODEL/OPTIONS AS REQUIRED. COORDINATE WITH CIVIL AND ARCHITECT FOR MORE DETAILS. R1E 6" ROUND DOWNLIGHT, BATTERY GOTHAM LIGHTING IVO6S D 20LM 35K 80CRI WD MIN1 MVOLT E6WR 2,000 lm 120 V 18 W MOUNTING AND OPTIONS AS REQUIRED. COORDINATE WITH ARCHITECT FOR MORE DETAILS. X EXIT SIGN, EDGE-LIT, RED LETTERING, 1-SIDED, COLD TEMP LITHONIA WLTE W 1 R EL SD 0 lm 277 V 3 W MOUNTING AND OPTIONS AS REQUIRED. COORDINATE WITH ARCHITECT FOR MORE DETAILS. 1 1" = 30'-0"E-100A 1 SITE PHOTOMETRICS ENLARGED N SE EC DIL 0037997 L . 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0.0 0.0 0.0 0.0 0.2 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 PHOTOMETRICS RESULTS AREA EMPLOYEE PARKING LOT AVERAGE 3.4FC MAXIMUM MINIMUM MAX/MIN AVG/MIN REQUIRED MINIMUM RECOMMENDED MAX/MIN 6.2FC 0.4FC 0.2FC AT GRADE 20:1 2.2FC 7.8FC 0.2FC TRUCK PARKING LOT 20:10.2FC AT GRADE 0.0FC 0.2FC 0.0FC PROPERTY LINE N.A. REQUIRED MAXIMUM <0.25FC AT GRADE N.A. N.A.8.5:1 N.A. N.A. 11.0:1 N.A. 15.5:1 39.0:1 NOTE: 1. BOLD ITEMS SHOW NEW WORK, HALF-TONE FEATURES ARE EXISTING AND TO REMAIN. THE PHOTOMETRIC RESULTS SHOWN ACCOUNT FOR EXISTING LIGHT FIXTURES (HALF-TONED), EXISTING FIXTURE LOCATIONS AND LIGHT OUTPUT RATINGS ARE APPROXIMATE. 2. PHOTOMETRIC RESULTS ARE ACCEPTABLE AND MEET / EXCEED LIGHTING REQUIREMENTS PROVIDED IN TOWN OF S. WINDSOR ZONING REGULATIONS SECTION 6.3. A. LIGHTING LEVELS AT PROPERTY LINES ARE LESS THAN 0.25FC. B. LIGHT FIXTURES INCLUDE REQUIREMENT FOR BACKLIGHT SHIELD. 3. LIGHT POLES EMPLOY A FIXTURE HEIGHT AS INDICATED ON PLANS - MATCHING EXISTING FIXTURES. 4. LIGHT POLES MUST BE LOCATED AT LEAST FIVE FEET FROM ANY PROPERTY BOUNDARY. LIGHT POLE FIXTURES MUST BE TOP DOWNWARD, FULL CUT OFF, OR FULLY SHIELDED. COLOR LEGEND 0.1 FC 0.25 FC 0.5 FC 1.0 FC 5.0 FC LP2 30'-0" LP1 25'-0" LP1 25'-0" LP1 25'-0" LP1 25'-0" LP2 30'-0" LP2 30'-0" LP2 30'-0" LP2 30'-0" LP2 30'-0" LP2 30'-0" LP2 30'-0" LP2 30'-0" LP2 30'-0" LPB LPB LPB LPB LPB LPB LPB LPB LPB LPB LPB LPB LPB LPB PROPERTY LINE 0.25FC CONTOUR LINE 0.25FC CONTOUR LINE E2 30'-0" E2 30'-0" E2 30'-0" E2 30'-0" E2 30'-0" E1 25'-0" E1 25'-0" E1 25'-0" E1 25'-0" E1 25'-0" E1 25'-0" E1 25'-0" E1 25'-0" E1 25'-0" E1 25'-0"NA BC DE F 1 2 3 4 5 6A BC DE F 1 2 3 4 5 6 SEAL: PREPARED FOR: DRAWING TITLE: PROJECT: SHEET NUMBER: SCALE: DRAWN BY: DESIGNED BY: CHECKED BY: PROJECT NO: DATE: © BPE 2024 295 SEVEN FARMS DRIVE SUITE C-321 DANIEL ISLAND, SC 29492 www.bpe-eng.com (843)471-5488 AS INDICATED ZONING COMMISSION REVIEW MARK DATE DESCRIPTION 1 11.13.2024 TOWN COMMENTS E-100B 295 RYE STREET SOUTH WINDSOR, CONNECTICUT SOUTH WINDSOR COOLER CONVERSION & RENOVATIONS SITE PHOTOMETRICS ENLARGED CH CH GB 240056 11.13.2024 LIGHTING FIXTURE SCHEDULE ID DESCRIPTION MANUFACTURER MODEL LUMENS VOLTAGE INPUT WATTS NOTES B PATHWAY BOLLARD 42" CREE LIGHTING PWY-EDG-5M-P4-02-E-UL-525-40 2,835 lm 277 V 34 W MAKE/MODEL/OPTIONS AS REQUIRED. COORDINATE WITH ARCHITECT AND OWNER FOR MORE DETAILS. E1 EXISTING SITE LIGHTING FIXTURE TO REMAIN OSQ-3ME_1 OSQ-A-NM-3ME-B-57K-xx-xx 11,648 lm 277 V 86 W LUMINAIRES ARE EXISTING TO REMAIN, INCLUDED FOR OVERALL PHOTOMETRIC IMPACT. E2 EXISTING SITE LIGHTING FIXTURE TO REMAIN OSQ-4ME_1 OSQ-A-NM-4ME-K-57K-xx-xx 17,291 lm 277 V 130 W LUMINAIRES ARE EXISTING TO REMAIN, INCLUDED FOR OVERALL PHOTOMETRIC IMPACT. LP1 LIGHT POLE FIXTURE, 22,000LM, 4B DISTRIBUTION CREE LIGHTING OSQ-L-C-22L-57K7-4B-UL 22,300 lm 277 V 131 W MAKE/MODEL/OPTIONS AS REQUIRED. COORDINATE WITH CIVIL AND ARCHITECT FOR MORE DETAILS. LP2 LIGHT POLE FIXTURE, 40,000LM, 4M DISTRIBUTION CREE LIGHTING OSQ-L-C-40L-57K7-4M-UL 38,000 lm 277 V 236 W MAKE/MODEL/OPTIONS AS REQUIRED. COORDINATE WITH CIVIL AND ARCHITECT FOR MORE DETAILS. LPB ROUND STRAIGHT STEEL POLE WITH CONCRETE BASE, HEIGHT AS SHOWN ON PLANS MATCH EXISTING MATCH EXISTING 0 lm 0 V 0 W MAKE/MODEL/OPTIONS AS REQUIRED. COORDINATE WITH CIVIL AND ARCHITECT FOR MORE DETAILS. R1E 6" ROUND DOWNLIGHT, BATTERY GOTHAM LIGHTING IVO6S D 20LM 35K 80CRI WD MIN1 MVOLT E6WR 2,000 lm 120 V 18 W MOUNTING AND OPTIONS AS REQUIRED. COORDINATE WITH ARCHITECT FOR MORE DETAILS. X EXIT SIGN, EDGE-LIT, RED LETTERING, 1-SIDED, COLD TEMP LITHONIA WLTE W 1 R EL SD 0 lm 277 V 3 W MOUNTING AND OPTIONS AS REQUIRED. COORDINATE WITH ARCHITECT FOR MORE DETAILS. 1 1" = 60'-0"E-100B 1 SITE PHOTOMETRICS ENLARGED N SE EC DIL 0037997 L . Y BRAO DGGEERRG11-07-2024 NEW STOREFRONTTO MATCH EXISTING124.3NEW CANOPYABOVE, REFERTO STRUCTURALDWGS AND SEESECTIONSCONCRETESIDEWALK, SEECIVIL DWGS7'-6"16'-0"EMPLOYEE ENTRYVESTIBULE124BOLLARD LIGHT,REFER TOELECTRICALDWGSEXISTING WOODENFENCE TO REMAINEXISTING CANOPYABOVE124.3EXISTINGCONCRETE WALL2" X 4-1/2" THERMALLYBROKEN ALUMINUMSTOREFRONT SYSTEM,CLEAR ANODIZED TOMATCH EXISTINGG1G1G2G2G2G2G1G1G1EXIST2"EQ2"EQ2"EQ2"SEE DOORSCHED.2"EQ2"EQ2"EQ2"EXISTSHEET METAL ON METALFRAME CANOPY. FINISHBENJAMIN MOORERIVEROCK 2139-10. SEESECTIONS AND DETAILS9'-0" EXIST OPENING V.I.F. 2'-8"2"6'-0"2"26'-0" EXISTING OPENING V.I.F.1ENLARGED EMPLOYEE ENTRYSCALE: 1/8" = 1'-0"1615.815.615.415.215B.35B.45AR101ARCHITECTURALREFERENCE -ENTRANCECANOPYN2STOREFRONT ELEVATIONSCALE: 1/4" = 1'-0"c c o p y r i g h t 2 0 2 4 J o h n N. K o u r y , A r c h i t e c t a l l r i g h t s r e s e r v e d . J O H N K O U R Y A R C H I T E C T , P . L . L . C . 2 4 5 H O G S E D R D. B R E V A R D , NC 28712 ALDI - SOUTH WINDSOR COOLER CONVERSION & RENOVATIONS 295 RYE STREET SOUTH WINDSOR, CONNECTICUT REVISIONS:ISSUED:SHEET NAMESHEET NUMBERFOR REFERENCE ONLYNO T FOR CO N S T R U C T IO N Stormwater Management Report Aldi Distribution Facility Building Expansion 295 Rye Street Map 134, Lot 48 South Windsor, CT Prepared for: A M King 1610 East Morehead, Suite 200 Charlotte, NC 28207 Prepared by: Design Professionals, Inc. 21 Jeffrey Drive South Windsor, CT October 21, 2024 Revised to: November 13, 2024 Table of Contents Sections Introduction ................................................................................................................................... 1 Original Drainage Analysis .......................................................................................................... 1 Post-Development Site Conditions .............................................................................................. 2 Analysis of Results ........................................................................................................................ 2 Storm Sewer Collection System ................................................................................................... 3 Water Quality ................................................................................................................................ 4 Conclusion ..................................................................................................................................... 4 Appendices A – 2007 Drainage Report References B – 2007 Remodel Existing Condition HydroCAD Report C – 2007 Remodeled Proposed Condition HydroCAD Report D – HydroCAD Model Results Full Site: Proposed Conditions HydroCAD Report 10-yr Storm: Existing Impacted Catchment HydroCAD Report 10-yr Storm: Proposed Impacted Catchment HydroCAD Report E – Storm Sewer Results F – Water Quality Volume WQV Calculations Water Quality Basin & Forebay Stage Storage G – NOAA Atlas 14 Rainfall Data H – Drainage Area Maps Existing Conditions Proposed Conditions Page 1 Introduction In 2007 the South Windsor Planning and Zoning Commission approved application #06-06P for the Aldi Distribution Center; a ±500,000 sf distribution facility located at 295 Rye Street. In 2017 the South Windsor Planning and Zoning Commission approved application #17-07P for a ±170,000 sf building expansion. In 2018 the South Windsor Planning and Zoning Commission approved application #18-42P for the construction of 163 new parking spaces, 46 of which were designated as reserve. At present, Aldi is requesting a site plan modification to allow for an additional 125-space standard car parking lot, a truck and trailer parking lot with 40 trailer spaces, 45 truck parking spaces, and an expansion of their existing drive to provide 21 truck queuing spaces. For more information, please refer to the plans entitled “Aldi Distribution Facility, Site Plan Modification, 295 Rye Street, South Windsor, CT” prepared by Design Professionals, Inc. and dated October 21, 2024, as amended. Pre-Development Site Conditions The three development areas are the maintained grass lawns on the northern and eastern side of the existing building and on the east side of the existing access drive. The anticipated disturbance at each location is listed below: 1. Car Parking Area (north side of existing building) – +1.2 acres 2. Truck and Trailer Parking Area (East side of existing building) – +5.0 acres 3. Queue lane spaces (east side of existing access drive) – +2.0 acres The combined site disturbance is anticipated to be +8.2 acres. Given that this disturbance exceeds 5 acres, a DEEP General Permit for Discharge of Stormwater and Dewatering Wastewaters from Construction Activities will be applied for after securing local approvals. Original Drainage Analysis In 2006-2007, Design Professionals Inc. performed drainage analysis and design for the existing distribution facility. As such, sections of the drainage report dated November 9, 2006 (revised to January 30, 2007) were used as the basis of our analysis and are referenced in Appendix A. To account for any differences in methodologies, the watersheds in the 2007 report were remodeled in HydroCAD, peak rates were calculated for the following: • Existing Conditions (prior to 2007 approval) • Approved 2007 Proposed Conditions • Proposed Post-development Conditions (considering the new impervious surfaces, the temporary gravel trailer parking area, as-built detention basin storage, and all existing conditions to date, including the 2016 & 2018 parking expansions and 2017 building expansion). Page 2 See Appendix B for the remodeled HydroCAD pre-development results for the 2007 stormwater model. See Appendix C for the remodeled HydroCAD post-development results for the 2007 stormwater model. Post-Development Site Conditions Aldi, Inc. proposes the construction of a 125-space standard car parking lot, an 85-space truck and trailer parking lot (40 trailer spaces and 45 truck parking spaces) and an expansion of their existing entry drive to provide 21 truck queuing spaces. Associated site improvements will include but not be limited to concrete walks, site lighting for parking areas, landscaping, and improvements to Stormwater BMP’s. The proposed grading for areas of development were designed to generally match existing conditions, and allow for the continued use of existing catch basins and storm drainage pipe infrastructure. The existing basin to the rear of the site will remain unchanged as the enclosed HydroCAD Report analysis confirms that the basin has excess capacity suitable to accommodate the expected increase in surface runoff from new impervious areas. For more information, please refer to the enclosed Full Site: Proposed Conditions HydroCAD Report included in Appendix D. To maintain the current flow rates to the existing stormwater collection system accepting runoff from new impervious areas, three drainage depressions are proposed to detain the increase in peak flows for the 10-yr storm condition. This was done to match the design flow rate considered for the sizing of existing pipes onsite. The increase in the runoff from the truck parking area and the expansion of the entry drive to provide truck queue lanes are proposed to be mitigated by this method. Review of storm sewer model results for the existing stormwater collection and conveyance system on the north side of the site revealed that this system had adequate capacity to convey the increase in peak stormwater flows expected from the proposed car parking area. With this, no drainage depression is proposed to detain peak flows from the new car parking area. For more information, please refer to the enclosed 10-yr Storm Existing and Proposed Impacted Catchments HydroCAD Reports included in Appendix D. Storm Sewer results are included as Appendix E and discussed in the Storm Sewer section below. Existing and Proposed Condition Drainage Area Maps are included as Appendix G. Analysis of Results Peak rates of stormwater runoff for the entire site were evaluated for the 2-, 10-, 25-, 50- and 100-year storm events. Rainfall data from NOAA Atlas 14 Point Frequency Estimates was used to generate storm conditions. The 2007 stormwater modeling was remodel considering a NOAA Type D Rainfall Distribution based on the 2024 Connecticut Stormwater Manual recommendations. NOAA Atlas 14 rainfall data is included in Appendix G for reference. Table- 1 compares the pre- and post-development flows for the entire site. Table-2 compares pre-and post-development 10-yr storm conditions for the catchments impacted by proposed improvements. HydroCAD model results were observed as follows: Page 3 TABLE-1 OVERALL SITE CONDITIONS Peak Rate of Stormwater Discharge Watershed Area Storm Event (Year) Runoff Rate Pond Elevation Remodeled 2007 Pre- Developed Condition (ft3/second) Post- Developed Condition w/ 2024 Proposed Improvements (ft3/second) Remodeled 2007 Design Pond Elevation (ft) Pond Elev. w/ 2024 Improvements (ft) Existing Discharge Offsite / Detention Basin Outflow 2 20.23 3.57 62.92 64.85 10 55.88 4.98 66.86 69.11 25 81.76 5.63 69.38 71.52 100 124.32 6.97 73.05 74.72 Top of Basin / Dike = 76.00 TABLE-2 10 YR STORM ANALYSIS OF DESIGN POINT CONDITIONS Reach Condition 10-year (cfs) DP#1 – Truck / Trailer Parking Pre 10.70 Post 9.39 DP#2 – Queue Lane Expansion North Drive Pre 2.84 Post 0.35 DP#3 – Queue Lane Expansion South Drive Pre 9.00 Post 6.99 As indicated in the tables above, the subject project will result in peak stormwater discharge rates that are less than existing peak flow runoff rates for the overall site and for proposed improvement areas. Storm Sewer Collection System The site currently contains two subsurface drainage systems that convey stormwater around the north and south side of the existing building. The proposed trailer and truck parking area will discharge to the southern system. The proposed que lanes and car parking area will discharge to the northern system. Autodesk Storm Sewers modeling software was used to model the existing and proposed stormwater collection system for the site. This was done to determine if the existing and proposed system will convey the 10-yr storm as required by the Connecticut Department of Page 4 Transportation’s Drainage Manual for design of subsurface stormwater collection and conveyance systems. Review of storm sewers model results indicated that during a 10-year storm, a few of the existing catchbasins on the south side of the building showed a hydraulic grade line elevation that exceeded top of frame elevations. As shown in Table-2 above, HydroCAD model results for the drainage depressions showed that the depressions will detain the increase in peak flows from proposed improvement areas for the 10-yr storm condition. With this, it is DPI’s opinion that the ponded conditions observed for the existing catchbasins on the south side of the building is an existing non-compliant condition that will not be exacerbated by the proposed improvements. Observed hydraulic grade line elevations were reviewed in relation to the finished floor elevations of the existing buildings onsite. The review revealed that the potential flooding would remain within the truck loading and parking areas around the catchbasins in question if the elevations noted in the storm sewer results are actualized. Storm Sewer Calculation results are included in Appendix E of this report. Water Quality As required by the 2024 Connecticut Stormwater Quality Manual, the existing water quality basin was determined to have sufficient forebay and permanent pool storage capacity to retain 10% & 100% of the water quality volume (WQV) respectively. The WQV for the site was determined considering a rainfall depth of 1.3 inches for proposed improvement areas and 1.0 inch for the existing site area to remain undisturbed. For more information, please refer to the enclosed Water Quality Volume Calculations included as Appendix F. Stage storage tables for both the existing water quality basin and forebay are also included there. Conclusion The proposed stormwater management system discussed herein and shown on the referenced plans is appropriate for the proposed development on the subject site and should not pose any detrimental impacts to the environment. Appendix A 2007 Drainage Report References Appendix B 2007 Remodel Existing Condition HydroCAD Report 1E 1E 2E 2E 3E 3E 5R combined Routing Diagram for 2282.A - 2024 Permanent Parking Prepared by Design Professionals, Inc. , Printed 11/14/2024 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link 2007 Existing Condition Remodel NOAA 24-hr D 2-YR 24 Rainfall=3.14"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-42.00 hrs, dt=0.05 hrs, 841 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=41.450 ac 0.00% Impervious Runoff Depth=0.94"Subcatchment 1E: 1E Tc=45.0 min CN=73 Runoff=18.20 cfs 3.263 af Runoff Area=3.060 ac 0.00% Impervious Runoff Depth=1.00"Subcatchment 2E: 2E Tc=36.6 min CN=74 Runoff=1.60 cfs 0.255 af Runoff Area=12.880 ac 0.00% Impervious Runoff Depth=0.23"Subcatchment 3E: 3E Tc=37.8 min CN=55 Runoff=0.66 cfs 0.251 af Inflow=20.23 cfs 3.768 afReach 5R: combined Outflow=20.23 cfs 3.768 af Total Runoff Area = 57.390 ac Runoff Volume = 3.768 af Average Runoff Depth = 0.79" 100.00% Pervious = 57.390 ac 0.00% Impervious = 0.000 ac 2007 Existing Condition Remodel NOAA 24-hr D 10-YR 24 Rainfall=4.98"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-42.00 hrs, dt=0.05 hrs, 841 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=41.450 ac 0.00% Impervious Runoff Depth=2.26"Subcatchment 1E: 1E Tc=45.0 min CN=73 Runoff=46.73 cfs 7.823 af Runoff Area=3.060 ac 0.00% Impervious Runoff Depth=2.35"Subcatchment 2E: 2E Tc=36.6 min CN=74 Runoff=4.00 cfs 0.599 af Runoff Area=12.880 ac 0.00% Impervious Runoff Depth=0.97"Subcatchment 3E: 3E Tc=37.8 min CN=55 Runoff=5.44 cfs 1.041 af Inflow=55.88 cfs 9.463 afReach 5R: combined Outflow=55.88 cfs 9.463 af Total Runoff Area = 57.390 ac Runoff Volume = 9.463 af Average Runoff Depth = 1.98" 100.00% Pervious = 57.390 ac 0.00% Impervious = 0.000 ac 2007 Existing Condition Remodel NOAA 24-hr D 25-YR 24 Rainfall=6.13"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-42.00 hrs, dt=0.05 hrs, 841 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=41.450 ac 0.00% Impervious Runoff Depth=3.20"Subcatchment 1E: 1E Tc=45.0 min CN=73 Runoff=66.57 cfs 11.042 af Runoff Area=3.060 ac 0.00% Impervious Runoff Depth=3.29"Subcatchment 2E: 2E Tc=36.6 min CN=74 Runoff=5.65 cfs 0.840 af Runoff Area=12.880 ac 0.00% Impervious Runoff Depth=1.59"Subcatchment 3E: 3E Tc=37.8 min CN=55 Runoff=10.02 cfs 1.710 af Inflow=81.76 cfs 13.592 afReach 5R: combined Outflow=81.76 cfs 13.592 af Total Runoff Area = 57.390 ac Runoff Volume = 13.592 af Average Runoff Depth = 2.84" 100.00% Pervious = 57.390 ac 0.00% Impervious = 0.000 ac 2007 Existing Condition Remodel NOAA 24-hr D 50-YR 24 Rainfall=6.97"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-42.00 hrs, dt=0.05 hrs, 841 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=41.450 ac 0.00% Impervious Runoff Depth=3.91"Subcatchment 1E: 1E Tc=45.0 min CN=73 Runoff=81.52 cfs 13.504 af Runoff Area=3.060 ac 0.00% Impervious Runoff Depth=4.02"Subcatchment 2E: 2E Tc=36.6 min CN=74 Runoff=6.89 cfs 1.024 af Runoff Area=12.880 ac 0.00% Impervious Runoff Depth=2.10"Subcatchment 3E: 3E Tc=37.8 min CN=55 Runoff=13.80 cfs 2.259 af Inflow=101.65 cfs 16.787 afReach 5R: combined Outflow=101.65 cfs 16.787 af Total Runoff Area = 57.390 ac Runoff Volume = 16.787 af Average Runoff Depth = 3.51" 100.00% Pervious = 57.390 ac 0.00% Impervious = 0.000 ac 2007 Existing Condition Remodel NOAA 24-hr D 100-YR 24 Rainfall=7.90"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 6HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-42.00 hrs, dt=0.05 hrs, 841 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=41.450 ac 0.00% Impervious Runoff Depth=4.72"Subcatchment 1E: 1E Tc=45.0 min CN=73 Runoff=98.45 cfs 16.309 af Runoff Area=3.060 ac 0.00% Impervious Runoff Depth=4.84"Subcatchment 2E: 2E Tc=36.6 min CN=74 Runoff=8.29 cfs 1.233 af Runoff Area=12.880 ac 0.00% Impervious Runoff Depth=2.72"Subcatchment 3E: 3E Tc=37.8 min CN=55 Runoff=18.31 cfs 2.915 af Inflow=124.32 cfs 20.457 afReach 5R: combined Outflow=124.32 cfs 20.457 af Total Runoff Area = 57.390 ac Runoff Volume = 20.457 af Average Runoff Depth = 4.28" 100.00% Pervious = 57.390 ac 0.00% Impervious = 0.000 ac Appendix C 2007 Remodeled Proposed Condition HydroCAD Report P1-07 Developed Area (2007 Report Remodel) PP-07 2007 Design Basin Remodel Routing Diagram for 2282.A - 2024 Permanent Parking Prepared by Design Professionals, Inc. , Printed 11/14/2024 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link 2007 Proposed Condition Remodel NOAA 24-hr D 2-YR 24 Rainfall=3.14"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-42.00 hrs, dt=0.05 hrs, 841 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=57.490 ac 42.46% Impervious Runoff Depth=0.94"Subcatchment P1-07: Developed Area Tc=23.4 min CN=73 Runoff=35.52 cfs 4.526 af Peak Elev=62.92' Storage=108,363 cf Inflow=35.52 cfs 4.526 afPond PP-07: 2007 Design Basin Remodel Outflow=2.70 cfs 4.338 af Total Runoff Area = 57.490 ac Runoff Volume = 4.526 af Average Runoff Depth = 0.94" 57.54% Pervious = 33.080 ac 42.46% Impervious = 24.410 ac 2007 Proposed Condition Remodel NOAA 24-hr D 10-YR 24 Rainfall=4.98"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-42.00 hrs, dt=0.05 hrs, 841 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=57.490 ac 42.46% Impervious Runoff Depth=2.26"Subcatchment P1-07: Developed Area Tc=23.4 min CN=73 Runoff=90.61 cfs 10.850 af Peak Elev=66.86' Storage=309,614 cf Inflow=90.61 cfs 10.850 afPond PP-07: 2007 Design Basin Remodel Outflow=4.29 cfs 9.059 af Total Runoff Area = 57.490 ac Runoff Volume = 10.850 af Average Runoff Depth = 2.26" 57.54% Pervious = 33.080 ac 42.46% Impervious = 24.410 ac 2007 Proposed Condition Remodel NOAA 24-hr D 25-YR 24 Rainfall=6.13"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-42.00 hrs, dt=0.05 hrs, 841 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=57.490 ac 42.46% Impervious Runoff Depth=3.20"Subcatchment P1-07: Developed Area Tc=23.4 min CN=73 Runoff=128.79 cfs 15.315 af Peak Elev=69.37' Storage=461,580 cf Inflow=128.79 cfs 15.315 afPond PP-07: 2007 Design Basin Outflow=5.05 cfs 11.277 af Total Runoff Area = 57.490 ac Runoff Volume = 15.315 af Average Runoff Depth = 3.20" 57.54% Pervious = 33.080 ac 42.46% Impervious = 24.410 ac 2007 Proposed Condition Remodel NOAA 24-hr D 50-YR 24 Rainfall=6.97"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-42.00 hrs, dt=0.05 hrs, 841 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=57.490 ac 42.46% Impervious Runoff Depth=3.91"Subcatchment P1-07: Developed Area Tc=23.4 min CN=73 Runoff=157.63 cfs 18.729 af Peak Elev=71.14' Storage=581,736 cf Inflow=157.63 cfs 18.729 afPond PP-07: 2007 Design Basin Outflow=5.53 cfs 12.671 af Total Runoff Area = 57.490 ac Runoff Volume = 18.729 af Average Runoff Depth = 3.91" 57.54% Pervious = 33.080 ac 42.46% Impervious = 24.410 ac 2007 Proposed Condition Remodel NOAA 24-hr D 100-YR 24 Rainfall=7.90"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 6HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-42.00 hrs, dt=0.05 hrs, 841 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=57.490 ac 42.46% Impervious Runoff Depth=4.72"Subcatchment P1-07: Developed Area Tc=23.4 min CN=73 Runoff=190.12 cfs 22.620 af Peak Elev=73.05' Storage=722,503 cf Inflow=190.12 cfs 22.620 afPond PP-07: 2007 Design Basin Outflow=5.99 cfs 14.045 af Total Runoff Area = 57.490 ac Runoff Volume = 22.620 af Average Runoff Depth = 4.72" 57.54% Pervious = 33.080 ac 42.46% Impervious = 24.410 ac Appendix D HydroCAD Model Results Full Site: Proposed Conditions HydroCAD Report P1-24 Proposed Overall AB-P As-Built Basin Routing Diagram for 2282.A - 2024 Permanent Parking Prepared by Design Professionals, Inc. , Printed 11/14/2024 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link 2024 Proposed Condition NOAA 24-hr D 2-YR 24 Rainfall=3.14"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-42.00 hrs, dt=0.05 hrs, 841 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=57.792 ac 63.09% Impervious Runoff Depth=1.63"Subcatchment P1-24: Proposed Overall Tc=23.4 min CN=84 Runoff=66.10 cfs 7.861 af Peak Elev=64.85' Storage=218,239 cf Inflow=66.10 cfs 7.861 afPond AB-P: As-Built Basin Outflow=3.57 cfs 7.031 af Total Runoff Area = 57.792 ac Runoff Volume = 7.861 af Average Runoff Depth = 1.63" 36.91% Pervious = 21.333 ac 63.09% Impervious = 36.459 ac 2024 Proposed Condition NOAA 24-hr D 10-YR 24 Rainfall=4.98"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-42.00 hrs, dt=0.05 hrs, 841 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=57.792 ac 63.09% Impervious Runoff Depth=3.25"Subcatchment P1-24: Proposed Overall Tc=23.4 min CN=84 Runoff=130.93 cfs 15.662 af Peak Elev=69.11' Storage=479,908 cf Inflow=130.93 cfs 15.662 afPond AB-P: As-Built Basin Outflow=4.98 cfs 11.293 af Total Runoff Area = 57.792 ac Runoff Volume = 15.662 af Average Runoff Depth = 3.25" 36.91% Pervious = 21.333 ac 63.09% Impervious = 36.459 ac 2024 Proposed Condition NOAA 24-hr D 25-YR 24 Rainfall=6.13"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-42.00 hrs, dt=0.05 hrs, 841 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=57.792 ac 63.09% Impervious Runoff Depth=4.32"Subcatchment P1-24: Proposed Overall Tc=23.4 min CN=84 Runoff=172.32 cfs 20.797 af Peak Elev=71.52' Storage=660,483 cf Inflow=172.32 cfs 20.797 afPond AB-P: As-Built Basin Outflow=5.63 cfs 13.278 af Total Runoff Area = 57.792 ac Runoff Volume = 20.797 af Average Runoff Depth = 4.32" 36.91% Pervious = 21.333 ac 63.09% Impervious = 36.459 ac 2024 Proposed Condition NOAA 24-hr D 50-YR 24 Rainfall=6.97"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-42.00 hrs, dt=0.05 hrs, 841 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=57.792 ac 63.09% Impervious Runoff Depth=5.11"Subcatchment P1-24: Proposed Overall Tc=23.4 min CN=84 Runoff=202.61 cfs 24.617 af Peak Elev=73.08' Storage=790,974 cf Inflow=202.61 cfs 24.617 afPond AB-P: As-Built Basin Outflow=6.41 cfs 14.862 af Total Runoff Area = 57.792 ac Runoff Volume = 24.617 af Average Runoff Depth = 5.11" 36.91% Pervious = 21.333 ac 63.09% Impervious = 36.459 ac 2024 Proposed Condition NOAA 24-hr D 100-YR 24 Rainfall=7.90"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 6HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-42.00 hrs, dt=0.05 hrs, 841 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=57.792 ac 63.09% Impervious Runoff Depth=6.00"Subcatchment P1-24: Proposed Overall Tc=23.4 min CN=84 Runoff=236.09 cfs 28.893 af Peak Elev=74.72' Storage=942,960 cf Inflow=236.09 cfs 28.893 afPond AB-P: As-Built Basin Outflow=6.97 cfs 16.457 af Total Runoff Area = 57.792 ac Runoff Volume = 28.893 af Average Runoff Depth = 6.00" 36.91% Pervious = 21.333 ac 63.09% Impervious = 36.459 ac Appendix D HydroCAD Model Results 10-yr Storm: Existing Impacted Catchment HydroCAD Report E1 Existing Truck Parking South (DP1) E2 Existing Truck Parking North (DP2) E3 Existing Queue Lane (DP3) Routing Diagram for 2282.A - 2024 Permanent Parking Prepared by Design Professionals, Inc. , Printed 11/14/2024 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link 2024 Existing Condition of Proposed Improvement Areas NOAA 24-hr D 10-YR 24 Rainfall=4.98"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-42.00 hrs, dt=0.05 hrs, 841 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=201,298 sf 0.00% Impervious Runoff Depth=2.35"Subcatchment E1: Existing Truck Parking Tc=10.0 min CN=74 Runoff=10.70 cfs 0.904 af Runoff Area=54,007 sf 0.06% Impervious Runoff Depth=2.10"Subcatchment E2: Existing Truck Parking Tc=7.5 min CN=71 Runoff=2.84 cfs 0.217 af Runoff Area=362,530 sf 15.36% Impervious Runoff Depth=1.16"Subcatchment E3: Existing Queue Lane Tc=8.5 min CN=58 Runoff=9.00 cfs 0.803 af Total Runoff Area = 14.184 ac Runoff Volume = 1.924 af Average Runoff Depth = 1.63" 90.98% Pervious = 12.904 ac 9.02% Impervious = 1.279 ac 2024 Existing Condition of Proposed Improvement Areas NOAA 24-hr D 10-YR 24 Rainfall=4.98"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E1: Existing Truck Parking South (DP1) Runoff = 10.70 cfs @ 12.18 hrs, Volume= 0.904 af, Depth= 2.35" Routed to nonexistent node 1L Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-42.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-YR 24 Rainfall=4.98" Area (sf) CN Description * 181,396 74 Grass C * 19,902 72 Woods/Grass C 201,298 74 Weighted Average 201,298 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment E1: Existing Truck Parking South (DP1) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 10-YR 24 Rainfall=4.98" Runoff Area=201,298 sf Runoff Volume=0.904 af Runoff Depth=2.35" Tc=10.0 min CN=74 10.70 cfs 2024 Existing Condition of Proposed Improvement Areas NOAA 24-hr D 10-YR 24 Rainfall=4.98"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E2: Existing Truck Parking North (DP2) Runoff = 2.84 cfs @ 12.15 hrs, Volume= 0.217 af, Depth= 2.10" Routed to nonexistent node 1L Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-42.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-YR 24 Rainfall=4.98" Area (sf) CN Description * 3,461 39 Grass A * 2,248 61 Grass B 45,196 74 Grass C * 32 98 Impervios Area * 3,070 72 Woods/Grass C 54,007 71 Weighted Average 53,975 99.94% Pervious Area 32 0.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 Direct Entry, Subcatchment E2: Existing Truck Parking North (DP2) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 NOAA 24-hr D 10-YR 24 Rainfall=4.98" Runoff Area=54,007 sf Runoff Volume=0.217 af Runoff Depth=2.10" Tc=7.5 min CN=71 2.84 cfs 2024 Existing Condition of Proposed Improvement Areas NOAA 24-hr D 10-YR 24 Rainfall=4.98"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E3: Existing Queue Lane (DP3) Runoff = 9.00 cfs @ 12.17 hrs, Volume= 0.803 af, Depth= 1.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-42.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-YR 24 Rainfall=4.98" Area (sf) CN Description 178,502 39 Grass A * 75,658 74 Grass C * 55,684 98 Impervious Area * 10,317 32 Woods/Grass A * 29,572 72 Woods/Grass C * 12,797 30 Woods A 362,530 58 Weighted Average 306,846 84.64% Pervious Area 55,684 15.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 Direct Entry, Subcatchment E3: Existing Queue Lane (DP3) Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 10-YR 24 Rainfall=4.98" Runoff Area=362,530 sf Runoff Volume=0.803 af Runoff Depth=1.16" Tc=8.5 min CN=58 9.00 cfs Appendix D HydroCAD Model Results 10-yr Storm: Proposed Impacted Catchment HydroCAD Report P1 Prop. TP Lot P2 Prop. TP Grass South East P3 Prop. TP Drive P4 Prop. TP Grass North East P5 Prop. Queue Lane DP3* DP3* PP1 Depression 1 PP2 Depression 2 DP1* DP1* DP2* DP2* Routing Diagram for 2282.A - 2024 Permanent Parking Prepared by Design Professionals, Inc. , Printed 11/14/2024 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link 2024 Proposed Improvement Areas NOAA 24-hr D 10-YR 24 Rainfall=4.98"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-42.00 hrs, dt=0.05 hrs, 841 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=146,206 sf 74.41% Impervious Runoff Depth=4.07"Subcatchment P1: Prop. TP Lot Tc=6.5 min CN=92 Runoff=14.28 cfs 1.138 af Runoff Area=100,307 sf 0.00% Impervious Runoff Depth=2.35"Subcatchment P2: Prop. TP Grass South Tc=7.0 min CN=74 Runoff=6.01 cfs 0.451 af Runoff Area=2,816 sf 99.11% Impervious Runoff Depth=4.74"Subcatchment P3: Prop. TP Drive Tc=6.0 min CN=98 Runoff=0.30 cfs 0.026 af Runoff Area=2,726 sf 0.18% Impervious Runoff Depth=1.16"Subcatchment P4: Prop. TP Grass North East Tc=10.0 min CN=58 Runoff=0.06 cfs 0.006 af Runoff Area=362,820 sf 21.43% Impervious Runoff Depth=1.29"Subcatchment P5: Prop. Queue Lane Tc=8.0 min CN=60 Runoff=10.61 cfs 0.895 af Peak Elev=78.06' Storage=3,780 cf Inflow=10.61 cfs 0.895 afPond DP3*: DP3* 18.0" Round Culvert n=0.013 L=100.0' S=0.0030 '/' Outflow=6.99 cfs 0.895 af Peak Elev=78.39' Storage=6,142 cf Inflow=14.28 cfs 1.138 afPond PP1: Depression 1 15.0" Round Culvert n=0.013 L=100.0' S=0.0100 '/' Outflow=7.37 cfs 1.138 af Peak Elev=80.96' Storage=5,690 cf Inflow=6.01 cfs 0.451 afPond PP2: Depression 2 12.0" Round Culvert n=0.013 L=100.0' S=0.0050 '/' Outflow=2.10 cfs 0.447 af Inflow=9.39 cfs 1.586 afLink DP1*: DP1* Primary=9.39 cfs 1.586 af Inflow=0.35 cfs 0.032 afLink DP2*: DP2* Primary=0.35 cfs 0.032 af Total Runoff Area = 14.116 ac Runoff Volume = 2.516 af Average Runoff Depth = 2.14" 69.21% Pervious = 9.769 ac 30.79% Impervious = 4.346 ac 2024 Proposed Improvement Areas NOAA 24-hr D 10-YR 24 Rainfall=4.98"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P1: Prop. TP Lot Runoff = 14.28 cfs @ 12.13 hrs, Volume= 1.138 af, Depth= 4.07" Routed to Pond PP1 : Depression 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-42.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-YR 24 Rainfall=4.98" Area (sf) CN Description * 33 61 Grass B * 33,068 74 Grass C * 108,786 98 Impervious Area * 4,319 72 Woods/Grass C 146,206 92 Weighted Average 37,420 25.59% Pervious Area 108,786 74.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.5 Direct Entry, Subcatchment P1: Prop. TP Lot Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 10-YR 24 Rainfall=4.98" Runoff Area=146,206 sf Runoff Volume=1.138 af Runoff Depth=4.07" Tc=6.5 min CN=92 14.28 cfs 2024 Proposed Improvement Areas NOAA 24-hr D 10-YR 24 Rainfall=4.98"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P2: Prop. TP Grass South East Runoff = 6.01 cfs @ 12.14 hrs, Volume= 0.451 af, Depth= 2.35" Routed to Pond PP2 : Depression 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-42.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-YR 24 Rainfall=4.98" Area (sf) CN Description * 81,655 74 Grass C * 18,652 72 Woods/Grass C 100,307 74 Weighted Average 100,307 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment P2: Prop. TP Grass South East Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 NOAA 24-hr D 10-YR 24 Rainfall=4.98" Runoff Area=100,307 sf Runoff Volume=0.451 af Runoff Depth=2.35" Tc=7.0 min CN=74 6.01 cfs 2024 Proposed Improvement Areas NOAA 24-hr D 10-YR 24 Rainfall=4.98"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P3: Prop. TP Drive Runoff = 0.30 cfs @ 12.13 hrs, Volume= 0.026 af, Depth= 4.74" Routed to Link DP2* : DP2* Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-42.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-YR 24 Rainfall=4.98" Area (sf) CN Description * 6 61 Grass B 19 74 Grass C * 2,791 98 Impervious Area 2,816 98 Weighted Average 25 0.89% Pervious Area 2,791 99.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P3: Prop. TP Drive Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)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 24 Rainfall=4.98" Runoff Area=2,816 sf Runoff Volume=0.026 af Runoff Depth=4.74" Tc=6.0 min CN=98 0.30 cfs 2024 Proposed Improvement Areas NOAA 24-hr D 10-YR 24 Rainfall=4.98"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 6HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P4: Prop. TP Grass North East Runoff = 0.06 cfs @ 12.19 hrs, Volume= 0.006 af, Depth= 1.16" Routed to Link DP2* : DP2* Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-42.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-YR 24 Rainfall=4.98" Area (sf) CN Description * 728 39 Grass A * 1,437 61 Grass B * 556 74 Grass C * 5 98 Impervious Area 2,726 58 Weighted Average 2,721 99.82% Pervious Area 5 0.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment P4: Prop. TP Grass North East Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)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 24 Rainfall=4.98" Runoff Area=2,726 sf Runoff Volume=0.006 af Runoff Depth=1.16" Tc=10.0 min CN=58 0.06 cfs 2024 Proposed Improvement Areas NOAA 24-hr D 10-YR 24 Rainfall=4.98"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 7HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P5: Prop. Queue Lane Runoff = 10.61 cfs @ 12.16 hrs, Volume= 0.895 af, Depth= 1.29" Routed to Pond DP3* : DP3* Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-42.00 hrs, dt= 0.05 hrs NOAA 24-hr D 10-YR 24 Rainfall=4.98" Area (sf) CN Description * 169,815 39 Grass A 62,570 74 Grass C * 77,749 98 Impervious Area * 10,317 32 Woods/Grass A * 29,572 72 Woods/GrassC * 12,797 36 Woods A 362,820 60 Weighted Average 285,071 78.57% Pervious Area 77,749 21.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P5: Prop. Queue Lane Runoff Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 10-YR 24 Rainfall=4.98" Runoff Area=362,820 sf Runoff Volume=0.895 af Runoff Depth=1.29" Tc=8.0 min CN=60 10.61 cfs 2024 Proposed Improvement Areas NOAA 24-hr D 10-YR 24 Rainfall=4.98"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 8HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond DP3*: DP3* Inflow Area = 8.329 ac, 21.43% Impervious, Inflow Depth = 1.29" for 10-YR 24 event Inflow = 10.61 cfs @ 12.16 hrs, Volume= 0.895 af Outflow = 6.99 cfs @ 12.25 hrs, Volume= 0.895 af, Atten= 34%, Lag= 5.2 min Primary = 6.99 cfs @ 12.25 hrs, Volume= 0.895 af Routing by Stor-Ind method, Time Span= 0.00-42.00 hrs, dt= 0.05 hrs Peak Elev= 78.06' @ 12.26 hrs Surf.Area= 2,438 sf Storage= 3,780 cf Plug-Flow detention time= 13.8 min calculated for 0.894 af (100% of inflow) Center-of-Mass det. time= 14.1 min ( 906.1 - 891.9 ) Volume Invert Avail.Storage Storage Description #1 76.00' 13,902 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 76.00 1,259 0 0 77.00 1,802 1,531 1,531 78.00 2,398 2,100 3,631 79.00 3,051 2,725 6,355 80.00 3,759 3,405 9,760 81.00 4,525 4,142 13,902 Device Routing Invert Outlet Devices #1 Primary 76.00'18.0" Round Culvert L= 100.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 76.00' / 75.70' S= 0.0030 '/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf Primary OutFlow Max=6.96 cfs @ 12.25 hrs HW=78.05' (Free Discharge) 1=Culvert (Barrel Controls 6.96 cfs @ 3.94 fps) 2024 Proposed Improvement Areas NOAA 24-hr D 10-YR 24 Rainfall=4.98"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 9HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond DP3*: DP3* Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=8.329 ac Peak Elev=78.06' Storage=3,780 cf 18.0" Round Culvert n=0.013 L=100.0' S=0.0030 '/' 10.61 cfs 6.99 cfs 2024 Proposed Improvement Areas NOAA 24-hr D 10-YR 24 Rainfall=4.98"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 10HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond PP1: Depression 1 Inflow Area = 3.356 ac, 74.41% Impervious, Inflow Depth = 4.07" for 10-YR 24 event Inflow = 14.28 cfs @ 12.13 hrs, Volume= 1.138 af Outflow = 7.37 cfs @ 12.25 hrs, Volume= 1.138 af, Atten= 48%, Lag= 7.0 min Primary = 7.37 cfs @ 12.25 hrs, Volume= 1.138 af Routed to Link DP1* : DP1* Routing by Stor-Ind method, Time Span= 0.00-42.00 hrs, dt= 0.05 hrs Peak Elev= 78.39' @ 12.25 hrs Surf.Area= 5,185 sf Storage= 6,142 cf Plug-Flow detention time= 10.4 min calculated for 1.138 af (100% of inflow) Center-of-Mass det. time= 9.8 min ( 797.8 - 787.9 ) Volume Invert Avail.Storage Storage Description #1 76.00' 10,019 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 76.00 578 0 0 77.00 2,322 1,450 1,450 78.00 3,596 2,959 4,409 79.00 7,623 5,610 10,019 Device Routing Invert Outlet Devices #1 Primary 76.00'15.0" Round Culvert L= 100.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 76.00' / 75.00' S= 0.0100 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf Primary OutFlow Max=7.37 cfs @ 12.25 hrs HW=78.39' (Free Discharge) 1=Culvert (Barrel Controls 7.37 cfs @ 6.00 fps) 2024 Proposed Improvement Areas NOAA 24-hr D 10-YR 24 Rainfall=4.98"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 11HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond PP1: Depression 1 Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.356 ac Peak Elev=78.39' Storage=6,142 cf 15.0" Round Culvert n=0.013 L=100.0' S=0.0100 '/' 14.28 cfs 7.37 cfs 2024 Proposed Improvement Areas NOAA 24-hr D 10-YR 24 Rainfall=4.98"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 12HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond PP2: Depression 2 Inflow Area = 2.303 ac, 0.00% Impervious, Inflow Depth = 2.35" for 10-YR 24 event Inflow = 6.01 cfs @ 12.14 hrs, Volume= 0.451 af Outflow = 2.10 cfs @ 12.36 hrs, Volume= 0.447 af, Atten= 65%, Lag= 12.9 min Primary = 2.10 cfs @ 12.36 hrs, Volume= 0.447 af Routed to Link DP1* : DP1* Routing by Stor-Ind method, Time Span= 0.00-42.00 hrs, dt= 0.05 hrs Peak Elev= 80.96' @ 12.36 hrs Surf.Area= 6,556 sf Storage= 5,690 cf Plug-Flow detention time= 83.8 min calculated for 0.447 af (99% of inflow) Center-of-Mass det. time= 80.8 min ( 930.1 - 849.2 ) Volume Invert Avail.Storage Storage Description #1 80.00' 13,211 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 80.00 5,264 0 0 82.00 7,947 13,211 13,211 Device Routing Invert Outlet Devices #1 Primary 80.00'12.0" Round Culvert L= 100.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 80.00' / 79.50' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf Primary OutFlow Max=2.10 cfs @ 12.36 hrs HW=80.96' (Free Discharge) 1=Culvert (Barrel Controls 2.10 cfs @ 3.46 fps) 2024 Proposed Improvement Areas NOAA 24-hr D 10-YR 24 Rainfall=4.98"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 13HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond PP2: Depression 2 Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=2.303 ac Peak Elev=80.96' Storage=5,690 cf 12.0" Round Culvert n=0.013 L=100.0' S=0.0050 '/' 6.01 cfs 2.10 cfs 2024 Proposed Improvement Areas NOAA 24-hr D 10-YR 24 Rainfall=4.98"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 14HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP1*: DP1* Inflow Area = 5.659 ac, 44.13% Impervious, Inflow Depth > 3.36" for 10-YR 24 event Inflow = 9.39 cfs @ 12.28 hrs, Volume= 1.586 af Primary = 9.39 cfs @ 12.28 hrs, Volume= 1.586 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-42.00 hrs, dt= 0.05 hrs Link DP1*: DP1* Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=5.659 ac 9.39 cfs 9.39 cfs 2024 Proposed Improvement Areas NOAA 24-hr D 10-YR 24 Rainfall=4.98"2282.A - 2024 Permanent Parking Printed 11/14/2024Prepared by Design Professionals, Inc. Page 15HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP2*: DP2* Inflow Area = 0.127 ac, 50.45% Impervious, Inflow Depth = 2.98" for 10-YR 24 event Inflow = 0.35 cfs @ 12.13 hrs, Volume= 0.032 af Primary = 0.35 cfs @ 12.13 hrs, Volume= 0.032 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-42.00 hrs, dt= 0.05 hrs Link DP2*: DP2* Inflow Primary Hydrograph Time (hours) 4241403938373635343332313029282726252423222120191817161514131211109876543210Flow (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=0.127 ac 0.35 cfs 0.35 cfs Appendix E Storm Sewer Results Appendix F Water Quality Volume Water Quality Volume (WQV) 295 Rye Street - WQV 13-Nov-24 Non Disturbed Existing As-Built Area Water Quality Volume (WQV) = (P)(R)(A)/12, where: P = Design Precipitation (1 inch) R = Volumetric Runoff Coefficient R = 0.05 + 0.009(I), where I = Percent Impervious Cover I =53.35 % R = 0.05 + 0.009(I) R = 0.05 + 0.009 x 53.35 R = 0.530 A = Drainage Area in Acres =43.6 ac WQV = (P)(R)(A)/12 WQV =1 in x 0.530 x 43.6 ac WQV =1.93 acre-feet 83,925.02 cft Proposed Disturbed Area 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 =30.79 % R = 0.05 + 0.009(I) R = 0.05 + 0.009 x 30.79 R = 0.327 A = Drainage Area in Acres =14.1 ac WQV = (P)(R)(A)/12 WQV =1.3 in x 0.327 x 14.1 ac WQV =0.50 acre-feet 21,796.09 cft Total WQV:2.43 ac-ft 105,721.11 cft Proposed As outlined above, the Water Quality Volume is a summation of the determined WQV from the existing site area to remain and from proposed site improvements. The WQV for the existing area to remain was calculated considering a design precipitation of 1- inch. The WQV for proposed site improvements was calculated considering a design precipitation of 1.3 inches as recomended in the 2024 CT Stormwater Quality Manual. The total anticipated volume is 2.43 ac-ft (105,721.11 cft). The current wet storage volume in the water quality basin for the site was found to provide 134,609 cft and 16,798 cft of storage in its overal wet pool volume and forebay respectivly. This is more than 100% and 10% of the determiend WQV for the site as recomended in the 2024 CT Stormwater Quality Manual. 12 12 Page 1 Water Quality Basin Storage NOAA 24-hr D 10-YR 24 Rainfall=4.98"2282.A - 2024 Permanent Parking Printed 11/12/2024Prepared by {enter your company name here} Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond 6P: Water Quality Basin Storage Volume Invert Avail.Storage Storage Description #1 52.00' 134,609 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 52.00 403 0 0 54.00 10,602 11,005 11,005 56.00 15,962 26,564 37,569 58.00 22,901 38,863 76,432 60.00 35,276 58,177 134,609 Forebay NOAA 24-hr D 10-YR 24 Rainfall=4.98"2282.A - 2024 Permanent Parking Printed 11/12/2024Prepared by {enter your company name here} Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond 9P: Forebay Volume Invert Avail.Storage Storage Description #1 54.00' 16,798 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 54.00 956 0 0 56.00 1,881 2,837 2,837 58.00 3,162 5,043 7,880 60.00 5,756 8,918 16,798 Appendix G NOAA Atlas 14 Rainfall Data NOAA Atlas 14, Volume 10, Version 3 Location name: South Windsor, Connecticut, USA* Latitude: 41.8606°, Longitude: -72.5901° Elevation: 84 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 4.06 (3.13‑5.26) 4.91 (3.78‑6.36) 6.30 (4.84‑8.20) 7.45 (5.69‑9.74) 9.04 (6.70‑12.4) 10.2 (7.44‑14.3) 11.5 (8.12‑16.7) 12.9 (8.66‑19.2) 14.9 (9.65‑23.0) 16.6 (10.5‑26.0) 10-min 2.87 (2.22‑3.73) 3.48 (2.68‑4.51) 4.46 (3.43‑5.81) 5.28 (4.04‑6.91) 6.40 (4.74‑8.76) 7.25 (5.26‑10.1) 8.13 (5.75‑11.8) 9.13 (6.13‑13.6) 10.6 (6.83‑16.2) 11.7 (7.43‑18.4) 15-min 2.26 (1.74‑2.92) 2.73 (2.10‑3.54) 3.50 (2.69‑4.55) 4.14 (3.16‑5.42) 5.02 (3.72‑6.87) 5.68 (4.13‑7.94) 6.38 (4.51‑9.26) 7.16 (4.81‑10.6) 8.28 (5.36‑12.7) 9.21 (5.83‑14.5) 30-min 1.51 (1.17‑1.96) 1.84 (1.42‑2.38) 2.36 (1.81‑3.08) 2.80 (2.14‑3.67) 3.41 (2.52‑4.66) 3.86 (2.81‑5.40) 4.34 (3.07‑6.30) 4.87 (3.27‑7.23) 5.64 (3.65‑8.68) 6.27 (3.97‑9.84) 60-min 0.950 (0.733‑1.23) 1.16 (0.890‑1.50) 1.49 (1.14‑1.94) 1.77 (1.35‑2.32) 2.15 (1.60‑2.95) 2.44 (1.77‑3.41) 2.74 (1.94‑3.98) 3.08 (2.07‑4.58) 3.57 (2.31‑5.49) 3.97 (2.51‑6.22) 2-hr 0.613 (0.476‑0.790) 0.742 (0.575‑0.956) 0.951 (0.735‑1.23) 1.12 (0.864‑1.46) 1.36 (1.02‑1.86) 1.54 (1.13‑2.15) 1.73 (1.24‑2.52) 1.96 (1.32‑2.89) 2.29 (1.49‑3.50) 2.58 (1.63‑4.02) 3-hr 0.470 (0.366‑0.604) 0.568 (0.442‑0.730) 0.728 (0.564‑0.939) 0.861 (0.663‑1.12) 1.04 (0.782‑1.42) 1.18 (0.868‑1.64) 1.32 (0.952‑1.93) 1.50 (1.01‑2.21) 1.77 (1.15‑2.70) 2.00 (1.27‑3.10) 6-hr 0.296 (0.231‑0.377) 0.359 (0.280‑0.458) 0.462 (0.360‑0.592) 0.547 (0.424‑0.706) 0.665 (0.501‑0.901) 0.752 (0.557‑1.04) 0.846 (0.613‑1.23) 0.963 (0.652‑1.41) 1.14 (0.746‑1.73) 1.30 (0.830‑2.01) 12-hr 0.179 (0.141‑0.228) 0.220 (0.173‑0.279) 0.286 (0.224‑0.365) 0.341 (0.266‑0.438) 0.417 (0.316‑0.563) 0.473 (0.352‑0.654) 0.534 (0.389‑0.772) 0.611 (0.415‑0.888) 0.730 (0.477‑1.10) 0.833 (0.533‑1.28) 24-hr 0.105 (0.083‑0.132) 0.130 (0.103‑0.165) 0.172 (0.136‑0.218) 0.207 (0.162‑0.264) 0.255 (0.194‑0.343) 0.290 (0.217‑0.400) 0.329 (0.242‑0.475) 0.378 (0.258‑0.547) 0.457 (0.300‑0.684) 0.527 (0.338‑0.803) 2-day 0.058 (0.046‑0.073) 0.074 (0.059‑0.093) 0.099 (0.078‑0.125) 0.120 (0.095‑0.152) 0.149 (0.114‑0.200) 0.170 (0.128‑0.234) 0.193 (0.143‑0.280) 0.225 (0.153‑0.323) 0.276 (0.181‑0.410) 0.321 (0.207‑0.486) 3-day 0.042 (0.034‑0.053) 0.054 (0.043‑0.067) 0.072 (0.057‑0.091) 0.087 (0.069‑0.110) 0.109 (0.084‑0.145) 0.124 (0.094‑0.170) 0.141 (0.105‑0.204) 0.164 (0.112‑0.235) 0.202 (0.133‑0.300) 0.236 (0.152‑0.357) 4-day 0.034 (0.027‑0.043) 0.043 (0.034‑0.054) 0.058 (0.046‑0.073) 0.070 (0.056‑0.088) 0.087 (0.067‑0.116) 0.099 (0.075‑0.136) 0.113 (0.084‑0.163) 0.132 (0.090‑0.188) 0.162 (0.107‑0.240) 0.189 (0.122‑0.285) 7-day 0.023 (0.018‑0.029) 0.029 (0.023‑0.036) 0.038 (0.031‑0.048) 0.046 (0.037‑0.058) 0.057 (0.044‑0.076) 0.065 (0.050‑0.089) 0.074 (0.055‑0.106) 0.086 (0.059‑0.122) 0.105 (0.069‑0.154) 0.122 (0.079‑0.183) 10-day 0.019 (0.015‑0.023) 0.023 (0.018‑0.029) 0.030 (0.024‑0.037) 0.036 (0.029‑0.045) 0.044 (0.034‑0.058) 0.050 (0.038‑0.068) 0.057 (0.042‑0.080) 0.065 (0.045‑0.092) 0.079 (0.052‑0.116) 0.091 (0.059‑0.136) 20-day 0.013 (0.011‑0.016) 0.016 (0.013‑0.019) 0.019 (0.016‑0.024) 0.022 (0.018‑0.028) 0.027 (0.021‑0.035) 0.030 (0.023‑0.040) 0.033 (0.025‑0.046) 0.038 (0.026‑0.053) 0.044 (0.029‑0.064) 0.049 (0.032‑0.073) 30-day 0.011 (0.009‑0.014) 0.013 (0.010‑0.016) 0.015 (0.012‑0.019) 0.017 (0.014‑0.022) 0.020 (0.016‑0.026) 0.022 (0.017‑0.030) 0.025 (0.018‑0.034) 0.027 (0.019‑0.038) 0.031 (0.021‑0.045) 0.034 (0.022‑0.051) 45-day 0.009 (0.007‑0.011) 0.010 (0.008‑0.013) 0.012 (0.010‑0.015) 0.014 (0.011‑0.017) 0.016 (0.012‑0.020) 0.017 (0.013‑0.022) 0.019 (0.014‑0.025) 0.020 (0.014‑0.028) 0.022 (0.015‑0.032) 0.024 (0.016‑0.036) 60-day 0.008 (0.007‑0.010) 0.009 (0.007‑0.011) 0.010 (0.008‑0.013) 0.011 (0.009‑0.014) 0.013 (0.010‑0.017) 0.014 (0.011‑0.018) 0.015 (0.011‑0.021) 0.017 (0.011‑0.023) 0.018 (0.012‑0.026) 0.019 (0.012‑0.028) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical 10/3/24, 9:13 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8606&lon=-72.5901&data=intensity&units=english&series=pds 1/4 Back to Top Maps & aerials Small scale terrain 10/3/24, 9:13 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8606&lon=-72.5901&data=intensity&units=english&series=pds 2/4 Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi 10/3/24, 9:13 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8606&lon=-72.5901&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 10/3/24, 9:13 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8606&lon=-72.5901&data=intensity&units=english&series=pds 4/4 NOAA Atlas 14, Volume 10, Version 3 Location name: South Windsor, Connecticut, USA* Latitude: 41.8606°, Longitude: -72.5901° Elevation: 84 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 0.338 (0.261‑0.438) 0.409 (0.315‑0.530) 0.525 (0.403‑0.683) 0.621 (0.474‑0.812) 0.753 (0.558‑1.03) 0.853 (0.620‑1.19) 0.957 (0.677‑1.39) 1.07 (0.722‑1.60) 1.24 (0.804‑1.91) 1.38 (0.874‑2.17) 10-min 0.479 (0.370‑0.621) 0.580 (0.447‑0.751) 0.744 (0.572‑0.969) 0.880 (0.673‑1.15) 1.07 (0.790‑1.46) 1.21 (0.877‑1.69) 1.36 (0.959‑1.97) 1.52 (1.02‑2.26) 1.76 (1.14‑2.71) 1.96 (1.24‑3.07) 15-min 0.564 (0.435‑0.730) 0.682 (0.525‑0.884) 0.875 (0.672‑1.14) 1.04 (0.790‑1.35) 1.26 (0.930‑1.72) 1.42 (1.03‑1.99) 1.59 (1.13‑2.32) 1.79 (1.20‑2.66) 2.07 (1.34‑3.18) 2.30 (1.46‑3.61) 30-min 0.757 (0.584‑0.980) 0.918 (0.708‑1.19) 1.18 (0.907‑1.54) 1.40 (1.07‑1.84) 1.70 (1.26‑2.33) 1.93 (1.40‑2.70) 2.17 (1.53‑3.15) 2.44 (1.64‑3.62) 2.82 (1.82‑4.34) 3.13 (1.98‑4.92) 60-min 0.950 (0.733‑1.23) 1.16 (0.890‑1.50) 1.49 (1.14‑1.94) 1.77 (1.35‑2.32) 2.15 (1.60‑2.95) 2.44 (1.77‑3.41) 2.74 (1.94‑3.98) 3.08 (2.07‑4.58) 3.57 (2.31‑5.49) 3.97 (2.51‑6.22) 2-hr 1.23 (0.952‑1.58) 1.48 (1.15‑1.91) 1.90 (1.47‑2.46) 2.25 (1.73‑2.93) 2.73 (2.04‑3.72) 3.08 (2.26‑4.31) 3.47 (2.48‑5.04) 3.92 (2.64‑5.78) 4.59 (2.98‑7.01) 5.15 (3.27‑8.03) 3-hr 1.41 (1.10‑1.82) 1.71 (1.33‑2.20) 2.19 (1.70‑2.82) 2.59 (1.99‑3.35) 3.14 (2.35‑4.27) 3.54 (2.61‑4.94) 3.98 (2.86‑5.78) 4.51 (3.04‑6.64) 5.32 (3.46‑8.10) 6.00 (3.82‑9.32) 6-hr 1.77 (1.39‑2.26) 2.15 (1.68‑2.75) 2.77 (2.16‑3.55) 3.28 (2.54‑4.23) 3.98 (3.00‑5.40) 4.50 (3.34‑6.26) 5.07 (3.67‑7.35) 5.77 (3.91‑8.44) 6.86 (4.47‑10.4) 7.79 (4.97‑12.0) 12-hr 2.17 (1.71‑2.75) 2.66 (2.09‑3.37) 3.46 (2.71‑4.40) 4.12 (3.21‑5.28) 5.03 (3.82‑6.79) 5.71 (4.25‑7.89) 6.44 (4.70‑9.31) 7.36 (5.00‑10.7) 8.80 (5.76‑13.2) 10.0 (6.43‑15.4) 24-hr 2.52 (2.00‑3.18) 3.14 (2.48‑3.96) 4.15 (3.27‑5.25) 4.98 (3.90‑6.34) 6.13 (4.68‑8.24) 6.97 (5.23‑9.61) 7.90 (5.81‑11.4) 9.09 (6.20‑13.1) 11.0 (7.21‑16.4) 12.7 (8.12‑19.3) 2-day 2.83 (2.25‑3.55) 3.57 (2.84‑4.48) 4.78 (3.79‑6.02) 5.79 (4.56‑7.33) 7.17 (5.51‑9.62) 8.18 (6.19‑11.3) 9.31 (6.91‑13.5) 10.8 (7.38‑15.5) 13.3 (8.72‑19.7) 15.4 (9.94‑23.4) 3-day 3.08 (2.46‑3.85) 3.90 (3.11‑4.87) 5.23 (4.16‑6.56) 6.33 (5.01‑7.99) 7.85 (6.06‑10.5) 8.96 (6.80‑12.3) 10.2 (7.61‑14.7) 11.9 (8.12‑17.0) 14.6 (9.62‑21.6) 17.1 (11.0‑25.7) 4-day 3.32 (2.66‑4.13) 4.18 (3.35‑5.22) 5.61 (4.47‑7.02) 6.78 (5.38‑8.54) 8.41 (6.50‑11.2) 9.58 (7.29‑13.1) 10.9 (8.15‑15.7) 12.7 (8.70‑18.1) 15.6 (10.3‑23.0) 18.2 (11.8‑27.4) 7-day 3.95 (3.18‑4.90) 4.94 (3.97‑6.13) 6.54 (5.24‑8.15) 7.87 (6.27‑9.86) 9.70 (7.53‑12.9) 11.0 (8.42‑15.0) 12.5 (9.37‑17.9) 14.5 (9.98‑20.6) 17.7 (11.7‑26.0) 20.6 (13.3‑30.8) 10-day 4.59 (3.71‑5.68) 5.63 (4.54‑6.97) 7.34 (5.89‑9.11) 8.75 (6.98‑10.9) 10.7 (8.31‑14.1) 12.1 (9.24‑16.4) 13.7 (10.2‑19.4) 15.7 (10.9‑22.3) 19.0 (12.6‑27.8) 22.0 (14.2‑32.7) 20-day 6.62 (5.37‑8.13) 7.72 (6.26‑9.50) 9.52 (7.70‑11.8) 11.0 (8.85‑13.7) 13.1 (10.2‑17.0) 14.6 (11.1‑19.4) 16.3 (12.1‑22.5) 18.3 (12.7‑25.6) 21.3 (14.2‑30.9) 23.9 (15.6‑35.4) 30-day 8.35 (6.80‑10.2) 9.48 (7.71‑11.6) 11.3 (9.18‑13.9) 12.8 (10.4‑15.9) 15.0 (11.6‑19.3) 16.5 (12.6‑21.7) 18.2 (13.4‑24.8) 20.1 (14.0‑28.0) 22.8 (15.3‑32.9) 25.1 (16.3‑36.9) 45-day 10.5 (8.61‑12.8) 11.7 (9.55‑14.3) 13.6 (11.1‑16.7) 15.2 (12.3‑18.7) 17.3 (13.5‑22.1) 19.0 (14.5‑24.7) 20.7 (15.2‑27.8) 22.4 (15.7‑31.1) 24.7 (16.6‑35.5) 26.5 (17.3‑38.9) 60-day 12.4 (10.1‑15.1) 13.6 (11.1‑16.5) 15.5 (12.7‑19.0) 17.2 (13.9‑21.1) 19.4 (15.2‑24.6) 21.2 (16.1‑27.4) 22.9 (16.7‑30.4) 24.5 (17.2‑33.8) 26.5 (17.8‑37.9) 27.9 (18.3‑40.9) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical 10/3/24, 9:14 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8606&lon=-72.5901&data=depth&units=english&series=pds 1/4 Back to Top Maps & aerials Small scale terrain 10/3/24, 9:14 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8606&lon=-72.5901&data=depth&units=english&series=pds 2/4 Large scale terrain Large scale map Large scale aerial + – 3km 2mi + – 100km 60mi + – 100km 60mi 10/3/24, 9:14 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8606&lon=-72.5901&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 10/3/24, 9:14 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=41.8606&lon=-72.5901&data=depth&units=english&series=pds 4/4 Appendix H Drainage Area Maps 82 84 RYE ST R E E T RYE S T R E E T 82 84 esignrofessionals©···· 82 84 RYE ST R E E T RYE S T R E E T 82 84 esignrofessionals©···· To: From: Date: Re: MEMORANDUM Michele Lipe,Director of Planning Jeff Doolittle,P.E.,Town Engineer November 22,2024 24-42P —Aidi Distribution Facility Site Plan Modification —29S Rye Street I have reviewed the above Pian and have the following comments: 1.The Site Plan on Sheet C-SPI appears to show a 6—foot wide Paved Leak Off,that is different from the detail on Sheet C—D2.During the meeting on November 14th,it was agreed that 2—3 foot wide strip of %—inch stone would be placed along the entire edge of the trailer parking lot at the interface with the proposed drainage depression.The stone serves to slow runoff from the parking lot and filter out any debris before it gets into the drainage depression.The Paved Leak— off detail needs to be revised or removed. White pavement marking needs to be called out for the proposed six (6)truck queue spaces to the north.Note that striping is misspelled (as stripping)in the callout for the fifteen (15)truck queuing spaces to the west. Consider installing a cut-through in the median island in the driveway so trucks can pull directly into the new front parking lot and not have to que in the driveway.The driveway would not have to be widened and the front parking lot could be gated to the main building parking areas and loading docks.See the attached sketch. ls the existing yard drain between the parking lot and drainage depression in the front large enough for all 3 pipes to fit?The invert of the pipe out (W)is slightly higher than the invert of the pipe in (labeled S but should be E). The plans include several references to CTDOT Standard Specifications for Roads,Bridges, Facilities and Incidental Construction,FORM 818.Please revise to FORM 819,as these specifications were updated at the beginning of this year. Note that the former CTDOT 4000 PSI Class ”F”concrete that is called out in details of the plans may still be used,but has been updated to 4400 psi PCC04460-2 in the CT DOT Standard Specifications. What will happen to the temporary trailer parking spaces that were built behind the building, after the new truck parking lot is complete? Please let me know if there are any questions. ‘U Ur I’KUF’UDEUCONCRETECURB EXISTING CONCRETE CURB 17'X 78 TO BE REMOVED O O BEGIN PROPOSED CONCREI'E CURB (TYP)ALIGN WITH EXISTING § PROPOSED X QUEUE SPACES (6)O 0 1 1i i W—9% . IV I} -Wgzwm z Ew‘l 7‘STING YARD DRAIN TO BECNVERTEDTOMANHOLE .J,_I iIJ V(g§)§§&°°. ~15} 2,, , l “ea Ip/IV<9 {LIf-AIXV53% 9Pr 63bk Xi‘ I CURB (TYI CONCRETE € TYPE C STR IXWI I”,‘a‘,”‘1'! u*.,s 1W Iaiikyv?‘'0 I\ 3V0"I." r‘’«Ig Ir I 17I TO~.\:~\‘{ZZM/5 END PROPOSED CONCRETE P PosEDqCCRETE CURB () \ ‘I 2,.-\a TOEXIE‘TINC I 'EXISTING 0 0t 21 —PROPOSED *’I It nIIl ’1 A TO BETYPE C-L 2,, 'BEGIN CONCRETE REPLACED WIT PROPOSED CURB (TYFTRUCKQUEUESPACESI(15’x 78')’I/II 1/ I ALIGN WITH EXISTING//END PROPOSED KM CONCRETE CURB 1 Appl #24-42P, Aldi Distribution Facility Parking Expansion – 295 Rye Street Regular Meeting 11/26/24 Planning Department Report 1. This is a request for a site plan modification to construct a car parking lot, truck queuing lanes, and truck parking lot to alleviate existing queuing issues along Rye Street, on property located at 295 Rye Street, I zone. 2. Historically, truck queuing has been an ongoing issue at this site due to a lack of available parking and restrictive times as to when trucks can “check in” for loading/unloading goods for storage and distribution. The improvements on this plan seek to remedy that issue by providing 21 truck queuing spaces and 79 truck and trailer parking spaces. Additionally, a 125-space car parking lot is proposed to accommodate employee shift changes. 3. Access to the site will continue to be from the existing entrance on Rye Street. The driveway will be expanded to accommodate truck queuing and a bypass lane. Line striping has been added to identify queuing lanes, and signage is proposed to prevent trucks from queuing in the bypass lane. 4. In 2007, PZC approved this application with a waiver of 287 parking spaces to allow for 151 spaces instead. Over the years, both parking and the building was expanded, leading to the addition of more passenger car and tractor trailer parking. To date, there exists 403 passenger car parking spaces (including reserve spaces) and 234 truck and trailer parking spaces (including loading docks). The applicant continues to take advantage of the 287- space waiver approved in 2007. 5. Parking counts with this application will increase the number of standard passenger car spaces by 149 which includes 24 spaces in reserve. The proposed impervious coverage with the additional parking is 38%; 65% allowed. It appears that all other zoning requirements are being met. 6. To comply with our Level 2 EV Ready parking space wiring requirements, the applicant has provided 4 “EV Ready” spaces in addition to the 10 “EVSE Installed” spaces to meet the 10% requirement. 7. The applicant has stated that the existing 43-space temporary trailer parking will be removed after the construction of the new truck parking lot is completed, reducing the total truck and trailer parking to 313 spaces. 8. Grading is proposed on the existing berm to accommodate the expansion of th e driveway. Existing trees removed due to grading operations should be replaced in kind to provide consistency with previous approvals. 9. A height waiver for the proposed lights in the employee and truck parking lots has been requested to allow 30’ poles when 25’ is permitted. The criteria of 6.3.3(E) in our Zoning Regulations must be considered by commissioners before granting this waiver. The criteria include: 2 • traffic or other hazards will not be created; general property values will be conserved; • no adverse effects on existing uses in the area; general welfare of the community will be served; no adverse environmental impacts will be create d; • topography of the land makes the property suitable for higher poles. 10. While 30’ poles may have benefits for truck parking areas, we have not seen any requests for increasing pole heights in employee parking areas and would recommend the standard 25’ pole heights be used throughout the site. 11. The light levels in the photometric result table greatly exceed the recommended values for industrial employee parking per Section 11.3 Appendix C of our Zoning Regulations. Information pertaining to the actual specifications (color temperature, bulb type, shielding) of the light fixtures has not been provided. Will these lights be placed on a timer, or do they run throughout the night? 12. The Inland Wetlands Agency and Conservation Commission approved this application at their 11/20 meeting with standard approval conditions and recommendation of a $15,000 for erosion and sedimentation control and $10,000 for the establishment of storm structures. Engineering comments are as follows (read comments by Town Engineer). If this site plan modification is approved, Planning Staff has incorporated comments into the approval conditions. PLANNING DEPARTMENT CERTIFIED MAIL #7022 2410 0000 6508 8102 December 3,2024 Daniel Jameson,P.E. Design Professionals,Inc. 58 Connecticut Avenue,Suite H South Windsor,CT 06074 Dear Mr.Jameson: Re:Appl.24-42P,Aldi Distribution Facility Parking Expansion We are pleased to advise you that the Planning &Zoning Commission voted on November 26,2024 to approve with modifications the above referenced application for a Site PlanModification. This approval is to construct a car parking lot,truck queuing lanes,and truck parking lot toalleviateexistingqueuingissuesalongRyeStreet,on property located at 295 Rye Street,I zone,as shown on plans prepared by Design Professionals,Inc.,project #2282 dated October 21,2024 as revised November 13,2024.This approval is subject to the following modifications: 1.Prior to commencement of any site work,a meeting must be held with Town Staff.2.No building permit will be issued until the final mylars have been filed in the Town Clerk's office. 3.This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission,including bonds in the amount of $15,000 to ensure compliance with the erosion and sediment control measures and $10,000 to ensure establishment of storm water system A landscape bond in the amount of $20,000 is required and must be submitted prior to theissuanceofacertificateofoccupancyifworkisnotcompleted. .An as-built plan is required prior to issuance ofa Certificate of Occupancy per Section 9.1 .3 of the Zoning Regulations. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. .This approval does not constitute approval of the sanitary sewer,which can only be grantedbytheWaterPollutionControlAuthority. No building permits will be issued until the Office of State Traffic Administration certificate has been issued (per CGS §14-31 1). The building street number must be included on the final plan..Pavement markings must be maintained in good condition throughout the site drives and parking areas. .All free—standing signs and/or building signs require the issuance ofa sign permit before they are erected. .A waiver to Section 6.3.3.F has been granted to allow light poles within the trailer parking to be 30 feet in height. .Engineering comments dated 1 1-22—24,with the exception ofcomment #3,shall be incorporated into the final plans. 154D Sullivan Avenue,South Windsor,[3T 06074 Tel (850)544—2511 Ext 2329 Planning@SouthWindsur—CT.gov 14.Additional grading information for proposed truck queuing lanes,accessible parking spaces, and new concrete walkway shall be provided on the final plans.lS.Detailed light fixture specifications and cut sheets shall be provided on the final plans.Lighting levels in the new parking area should be lowered to be more consistent with typical parking lot levels. l6.The temporary parking area is allowed to remain. Black and white transparent mylars of Sheet C-OSP with the above modifications,together with three print copies of the entire set of plans with live signatures and raised seals (includingarchitecturalelevationsandlandscapingplans),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 returned to you for filing in the Office of the Town Clerk.After filing these plans,a copy of the receipt must be submitted to the Planning Department. Sincerely, {jgé‘gbk’é’igw ff Wm .w.‘ Stephen Wagner,Chairman Planning and Zoning Commission SW/js cc:Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal Michele M.Lipe,AICP Director of Planning MEMO November 3,2025 Sam Schweinsberg,Project Manager AMMw 161 0 East Morehead Street Charlotte,NC 28207 Dear Mr.Schweinsberg: Re:Application 24-42P Aldi Distribution Facility Parking Expansion This Certificate of Zoning Compliance is to advise you that the work related to the above— referenced application,performed under building permit number BLDP-24-739,complies with the provisions of the Town of South Windsor Zoning Regulations. If you have any further questions,please contact the Planning Department at 860-644- 251 1,ext.2253. Very truly yo/ur’sT‘) l \i/../’F7 @heleM Llpe AICP Direc oro Planning MML/jfr Please note that messages to and from the Town of South Windsor may be subject to public release in accordance with applicable laws. Town Hall 1540 Sullivan Avenue,South Windsor,CT 06074 i Tel (860)644-2511 Ext 2252 i michele.lipe@southwindsor—ct.gov / PLANNING DEPARTMENT November 24,2025 Samuel Schweinsberg Project Manager A M King Construction,LLC 1610 E Morehead Street.Suite 200 Charlotte,NC 28207 Dear Mr.Schweinsberg: Re:Appl.24—42P,Aldi Distribution Facility Parking Expansion I am pleased t0 advise you that the South Windsor Planning and Zoning Commission,at its Regular Meeting on November l8.2025,voted to release the following bonds: Appl.24-42P Aldi Distribution Facility Parking Expansion E&S Bond in the amount of $1 5,000 reduced by $10,000 to leave a balance of$5.000. Appl.24-42P Aldi Distribution Facilitv Parking Stormwater Bond in the amount of $10,000 reduced by $l 0,000 to leave a balance of —0—. A check will be mailed to A M King Construction,LLC from the Town of South Windsor.lf you have any further questions,contact the Planning Department at 860—644-251 1,ext.2253. Thank you. Very truly yours, Paul Bernstein.Chairman Planning &Zoning Commission PB/js cc:Town Engineer 1541]Sullivan Avenue,South Windsor,CT 06074 i Tel (HBO)Mil-2511 Ext 232B 1 Planning@SauthWindsnr-Gl.gnv PLANNINE DEPARTMENT July 21,2026 Samuel Schweinsberg Project Manager A M King Construction,LLC 1610 E Morehead Street,Suite 200 Charlene,NC 28207 Dear Mr.Schweinsberg: Re:App].24—42P,Aldi Distribution Facility Parking Expansion I am pleased to advise you that the South Windsor Planning and Zoning Commission,at its Regular Meeting on July 14,2026,voted to release the following bonds: Appl.24—4213 Aldi Distribution Facility Parking Expansion E&S Bond in the amount of$5,000 reduced by $5,000 to leave a balance of -0—. Appl.24-42P Aldi Distribution Facility Parking Expansion Landscaping Bond in the amount of $20,000 reduced by $20000 to leave a balance of -0-. A check will be mailed to A M King Construction,LLC from the Town of South Windsor.If you have any further questions,contact the Planning Department at 860—644—251 1,ext.2253. Thank you. Very truly yours,V\‘ // /'// v ,3 /,//.;‘:;~\ Paul Bemstein.Chairman Flaming &Zoning Commission PB/js cc:Town Engineer 1540 Sullivan Avenue,Snuth Windsor.[IT DMM l Tel (80H)544-2511 Ext 2329 i Planning@SuuthWindsor»DT.gov // ?