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26-18P Cusson Automotive Site Plan
753 John Fitch Boulevard South Windsor, CT Map 46 Lot 33 Site Locus Site Plan Cusson Automotive, Inc. S: \ A c a d \ 2 0 2 3 C i v i l 3 D \ 2 0 2 3 - 0 1 4 C u s s o n A u t o m o t i v e - 2 9 M a s c o l o R d \ R u s s o D r a w i n g s \ 2 0 2 3 - 0 1 4 . d w g , 1 : 1 GC Zone A-40 Zone I Zone I Zone GC Zone GC Zone GC Zone I Zone GC Zone A-40 Zone GC Zone I Zone Subject Property 753 John Fitch Boulevard I Zone Area = 9.42 Ac. I Zone S: \ A c a d \ 2 0 2 3 C i v i l 3 D \ 2 0 2 3 - 0 1 4 C u s s o n A u t o m o t i v e - 2 9 M a s c o l o R d \ R u s s o D r a w i n g s \ 2 0 2 3 - 0 1 4 . d w g , 1 : 1 S: \ A c a d \ 2 0 2 3 C i v i l 3 D \ 2 0 2 3 - 0 1 4 C u s s o n A u t o m o t i v e - 2 9 M a s c o l o R d \ R u s s o D r a w i n g s \ 2 0 2 3 - 0 1 4 . d w g , 1 : 1 S: \ A c a d \ 2 0 2 3 C i v i l 3 D \ 2 0 2 3 - 0 1 4 C u s s o n A u t o m o t i v e - 2 9 M a s c o l o R d \ R u s s o D r a w i n g s \ 2 0 2 3 - 0 1 4 . d w g , 1 : 1 S: \ A c a d \ 2 0 2 3 C i v i l 3 D \ 2 0 2 3 - 0 1 4 C u s s o n A u t o m o t i v e - 2 9 M a s c o l o R d \ R u s s o D r a w i n g s \ 2 0 2 3 - 0 1 4 . d w g , 1 : 1 WP2 SL4 WP2 WP2 WP2 WP2 WP2 WP2 WP2 WP2 WP2 WP2WP2 SL4 Luminaire Schedule Symbol Qty Label Arrangement Luminaire Lumens Luminaire Watts LLF Mounting Height Description 2 SL4 Single 15261 93.78 0.903 17.5 M100 [U, H] C4W-WCS 100W 4000K 12 WP2 Single 13612 94.74 0.903 18 WPC100UT4-WCSBPCCR 4000K S: \ A c a d \ 2 0 2 3 C i v i l 3 D \ 2 0 2 3 - 0 1 4 C u s s o n A u t o m o t i v e - 2 9 M a s c o l o R d \ R u s s o D r a w i n g s \ 2 0 2 3 - 0 1 4 . d w g , 1 : 1 SPECIFICATIONS Time Of Year Site Preparation Seed Selection Seedbed Preparation Seed Application Mulching MAINTENANCE (PS) SPECIFICATIONS Materials Types of Mulches 1. Hay: 2. Straw: 3. Cellulose Fiber: Tackifiers Emulsified asphalts are specifically prohibited for use as tackifiers due to their potential for causing water pollution following its application. Nettings Site Preparation Application Timing: Mulch For Seed Spreading: Anchoring: MAINTENANCE (MS) SPECIFICATIONS Site Preparation Seedbed Preparation Seeding Mulching MAINTENANCE (TS) GEOTEXTILE SILT FENCE (GSF) ANTI-TRACKING PAD DETAIL (CE) CB INLET PROTECTION (SILT SACK) PERIMETER SEDIMENT BARRIER SPECIFICATIONS Mechanical Sweeping Water Non-Asphaltic Soil Tackifier MAINTENANCE (DC) S: \ A c a d \ 2 0 2 3 C i v i l 3 D \ 2 0 2 3 - 0 1 4 C u s s o n A u t o m o t i v e - 2 9 M a s c o l o R d \ R u s s o D r a w i n g s \ 2 0 2 3 - 0 1 4 . d w g , 1 : 1 BITUMINOUS CONCRETE LIP CURBING GRAVEL SURFACE DETAIL PAVEMENT DETAIL POLE MOUNTED EXTERIOR LIGHT TYPICAL SIDEWALK DETAIL CAPE-COD STYLE CURB INTEGRAL SIDEWALK & CURB DETAIL TREE PLANTING SHRUB PLANTING HANDICAP SIGN SIDEWALK RAMP (TYPE 8) CONC. DUMPSTER PAD DETAIL PLAN SECTION A-A S: \ A c a d \ 2 0 2 3 C i v i l 3 D \ 2 0 2 3 - 0 1 4 C u s s o n A u t o m o t i v e - 2 9 M a s c o l o R d \ R u s s o D r a w i n g s \ 2 0 2 3 - 0 1 4 . d w g , 1 : 1 OUTLET STRUCTURE TYPE "C" CATCH BASIN HDPE STORM DRAIN DETAIL TYPE A RIPRAP APRON (OP) STONE TRENCH IN INFILTRATION BASIN STONE FILTER BERM REMOVABLE 6" ACCESS PORT NYROPLAST ENVIROHOOD DETAIL VEGETATED SWALE DETAIL S: \ A c a d \ 2 0 2 3 C i v i l 3 D \ 2 0 2 3 - 0 1 4 C u s s o n A u t o m o t i v e - 2 9 M a s c o l o R d \ R u s s o D r a w i n g s \ 2 0 2 3 - 0 1 4 . d w g , 1 : 1 TRENCH SECTION TYPICAL SANITARY SEWER INSIDE DROP DETAIL FORCE MAIN TO MANHOLE CONNECTION SANITARY GRINDER PUMP STATION CORE & BOOT CONNECTION S: \ A c a d \ 2 0 2 3 C i v i l 3 D \ 2 0 2 3 - 0 1 4 C u s s o n A u t o m o t i v e - 2 9 M a s c o l o R d \ R u s s o D r a w i n g s \ 2 0 2 3 - 0 1 4 . d w g , 1 : 1 S: \ A c a d \ 2 0 2 3 C i v i l 3 D \ 2 0 2 3 - 0 1 4 C u s s o n A u t o m o t i v e - 2 9 M a s c o l o R d \ R u s s o D r a w i n g s \ 2 0 2 3 - 0 1 4 . d w g , 1 : 1 7 6 5 4 3 2 A B C 12' x 10' OH DOOR 14' x 14' OH DOOR PORTAL FRAME PORTAL FRAME UP Customer Service Waiting Stair @ Mezz. Mezzanine Loading Area 14' x 14' OH DOOR 14' x 14' OH DOOR 14' x 14' OH DOOR 1 UP Future Expansion 3 bays @ 20'-10" x 80' 5,000 SF 10 9 8 Canopy Above Service Manager 14' x 14' OH DOOR 14' x 14' OH DOOR 14' x 14' OH DOOR 14' x 14' OH DOOR 11 14' x 14' OH DOOR BAY 2ABAY 3A BAY 3B BAY 4A BAY 4B BAY 5A BAY 5B BAY 6A BAY 6B BAY 7A BAY 7B 100 PARTS 101 RECEPTION 103 OFFICE 102 WOMEN'S LAV 104 MEN'S LAV 105 UTILITY 106 CAFETERIA107 LOCKER ROOM 109 UTILITY 108 SHOP LAV 110 SERVICE Stair @ Mezz. KNOCKOUT PANEL KNOCKOUT PANEL PHASE 1 Grid Lines 1-5 PHASE 2 Grid Lines 5-8 PHASE 3 Grid Lines 8-11 Note: Mezzanine to be 11'-8" high with 1-1 4" B-deck, 1" Resin deck, and 20K7 bar joists FIRST FLOOR PLAN S Brimfield, MA 01010 99 Apple Road P: F: E: ARCHITECT 508.347.8939 Fleshman@SF-Arch.com 508.347.7188 LESHMANTEPHENF SCALE: 1/8"=1'-0" MAY 6, 2026 SECOND FLOOR PLAN S Brimfield, MA 01010 99 Apple Road P: F: E: ARCHITECT 508.347.8939 Fleshman@SF-Arch.com 508.347.7188 LESHMANTEPHENF SCALE: 1/8"=1'-0" MAY 6, 2026 3 2 1 A C DN Mez FF = 11'-8" 20 each rise 19 each tread DN Stair @ Mezz. Mezzanine Loading Area B 7 6 5 4109811 PHASE 1 Grid Lines 1-5 PHASE 2 Grid Lines 5-8 PHASE 3 Grid Lines 8-11 200 STORAGE Mez FF = 11'-8" 20 each rise 19 each tread OPEN TO BELOWOPEN TO BELOW C AB 1 2 3 4 65 FUTURE 62'-6" X 80'-0" 3 BAY EXPANSION 123465 FUTURE 62'-6" X 80'-0" 3 BAY EXPANSION C AB 8 7 8 7 PHASE 1 Grid Lines 1-5 PHASE 2 Grid Lines 5-8 PHASE 3 Grid Lines 8-11 11 10 9 PHASE 1 Grid Lines 1-5 PHASE 2 Grid Lines 5-8 PHASE 3 Grid Lines 8-11 11109 BUILDING ELEVATIONS S Brimfield, MA 01010 99 Apple Road P: F: E: ARCHITECT 508.347.8939 Fleshman@SF-Arch.com 508.347.7188 LESHMANTEPHENF Scale: 1/8"=1'-0" MAY 6, 2026 C AB 1 2 3 4 65 FUTURE 62'-6" X 80'-0" 3 BAY EXPANSION 123465 FUTURE 62'-6" X 80'-0" 3 BAY EXPANSION C AB 8 7 8 7 PHASE 1 Grid Lines 1-5 PHASE 2 Grid Lines 5-8 PHASE 3 Grid Lines 8-11 11 10 9 PHASE 1 Grid Lines 1-5 PHASE 2 Grid Lines 5-8 PHASE 3 Grid Lines 8-11 11109 BUILDING ELEVATIONS S Brimfield, MA 01010 99 Apple Road P: F: E: ARCHITECT 508.347.8939 Fleshman@SF-Arch.com 508.347.7188 LESHMANTEPHENF Scale: 1/8"=1'-0" MAY 6, 2026 TYPICAL COLORS- DOORS - PERSONNEL DOORS - PAINTED - WHITE OVERHEAD DOORS - PREFINISHED COLOR - WHITE WALLS GARAGE METAL PANELS - LIGHT TAN (LOW) / DARK TAN (HIGH) OFFICE EIFS - LIGHT TAN (SIMILAR TO GARAGE LOW WALL PANEL)OFFICE METAL PANELS - DARK TAN TRIM / GUTTERS / DOWNSPOUTS - WHITE ROOF GARAGE - GALVALUME OFFICE - RED BUILDING COLORS TYPICAL DRAINAGE REPORT Cusson Automotive 753 John Fitch Boulevard South Windsor, CT May 19, 2023 Revised May 13, 2026 Prepared for: Cusson Enterprises LLC 29 Mascolo Road South Windsor, CT 06074 Project No. 2023-014 Prepared by: J.R. Russo & Associates, LLC Land Surveyors & Professional Engineers P.O. Box 938 East Windsor, CT 06088 (860) 623-0569 2023-014 Page 1 of 5 Cusson Enterprises LLC J.R. Russo & Associates, LLC Drainage Report I. INTRODUCTION A. Project Description Cusson Enterprises, LLC is proposing a development at 753 John Fitch Boulevard in South Windsor, Connecticut. The development will include the initial construction of a 13,000 square foot automotive repair facility with the potential for a future 5,000 square foot addition. This development will result in approximately 2.5 acres of new impervious area. Runoff will be collected and conveyed to a new stormwater infiltration basin to provide treatment, ground water recharge, and peak flow attenuation in accordance with the Connecticut Stormwater Quality Manual. In addition, the drainage system and basin have been sized for potential future development areas on the site, including up to an additional 2.3 acres of impervious area. B. Existing Conditions The project site consists of 9.42-acres at 735 John Fitch Boulevard. The parcel is located on the western side of John Fitch Boulevard approximately 400 feet south of the intersection with Mascolo Road. Currently, the parcel is undeveloped woods and brush. Runoff from the parcel flows southwesterly across the site and ultimately discharges into a wetland at the southwest corner of the parcel. An existing infiltration basin is located within a drainage easement in the northeast corner of the parcel. This infiltration basin collects and infiltrates runoff from the adjacent McDonalds property. Based on a review of the USDA Soil Survey of Connecticut, the soil in the area to be developed consists of Windsor loamy sand (see Soils Map in Appendix 1). The USDA Soil Survey defines groups of soils into Hydrologic Soil Groups (HSG) according to their runoff-producing characteristics. Soils are assigned to four groups (A, B, C, and D Groups). In group A, are soils having a high infiltration rate when thoroughly wet and having a low runoff potential. They typically are deep, well drained, and sandy or gravelly. In group D, at the other extreme, are soils having a very slow infiltration rate and thus a high runoff potential. They have a hardpan or clay layer at or near the surface, have a permanent high water table, or are shallow over nearly impervious bedrock or other nearly impervious material. The classification of Windsor loamy sand is HSG A. Two test pits to verify soil conditions in the vicinity of the proposed stormwater management basin were conducted on June 6, 2023. Soil logs are provided on the Site Plans. The pits were excavated to a depth of nine (9) feet below the existing grade. Soils encountered consisted of topsoil over fine to coarse sands in both test pits. A restrictive silt layer was encountered in test pit #2 at a depth of 108 inches, and mottling indicative of the seasonal high water table was observed at a depth of 100 inches. No restrictive layer or evidence of a water table was observed in test pit #1. 2023-014 Page 2 of 5 Cusson Enterprises LLC J.R. Russo & Associates, LLC Drainage Report II. STORMWATER RUNOFF ANALYSIS A. Methodology Peak runoff flow rates were determined for pre- and post-development conditions using Applied Microcomputer System’s HydroCAD Stormwater Modeling System. This computer software employs the SCS Technical Release 55 and 20 (TR-55 & TR-20) methodology. The potential stormwater impacts downstream were evaluated for the 2-yr, 10-yr, 25-yr, and 100-yr; 24-hour storm events. The NRCS Type D regional rainfall distribution was utilized along with rainfall depth for these storm events taken from the NOAA Atlas 14 precipitation frequency estimates provided in Appendix 2. Based on the present drainage patterns, runoff from the site flows into a wetland that wraps around the southwest corner of the parcel. As a result, the wetland was selected as the design point. B. Pre-Development Hydrology The pre-development site was modeled as a two subcatchments. Subcatchment E1 includes approximately 8.4 acres on-site. Subcatchment E2 includes approximately 2.5 acres of off-site area to the east that sheet flows onto the subject parcel. The proposed development will include a lot line reconfiguration with the adjacent McDonald’s property. In association with the reconfiguration, McDonald’s will be reconstructing their existing stormwater management basin. The McDonald’s new basin will remain separate from the Cusson Enterprises LLC development’s and will have a separate drainage report. Therefore, the McDonald’s basin and its contributing area were not analyzed in this report. The pre-development drainage area map is provided in Appendix 3. The pre-development runoff characteristics of the contributing areas are provided on the HydroCAD data sheets in Appendix 4. The pre-development discharge rates from the site during the design storms are summarized in Table 1. C. Post-Development Hydrology The proposed project will result in approximately 2.5 acres of new impervious area and an additional 2.3 acres of impervious coverage from the possible future development of remaining areas of the site. In order to mitigate the increase in runoff resulting from the increase in impervious area, the development will include a new stormwater infiltration basin at the southwest corner of the parcel. An 8’ wide swale will be constructed along the western edge of the development to convey runoff from the northern and western portions of the development to a pipe crossing that outlets into the new basin. A series of two catch basins and piping will collect runoff from the eastern and southern portions of the development and convey it to the new basin. The stormwater infiltration basin has been designed in accordance with the CT Storm Water Quality Manual to provide treatment, groundwater recharge, and peak flow attenuation. As discussed above, the soils encountered during test pits #1 and #2 in the vicinity of the infiltration area were fine-to-coarse sands. The surface of the basin will be topsoiled and seeded. Thus, the most limiting hydraulic conductivity is anticipated to be that of the loam topsoil that 2023-014 Page 3 of 5 Cusson Enterprises LLC J.R. Russo & Associates, LLC Drainage Report will be installed. In accordance with the Manual, the corresponding Rawls Rate for loam is 0.5 inches/per hour. This value is used for the design infiltration rate. The infiltration basin will be 5 feet deep with 4:1 side slopes and the bottom elevation at 54.0. The basin will be equipped with an outlet structure constructed of a standard Type CL catch basin with an 11” orifice at elevation 55.6 as the primary outlet. The top frame and grate at elevation 58.0 will act as an emergency spillway. Stone trenches will be installed in the basin bottom to facilitate infiltration in the event the ground is frozen. The basin is designed to hold and fully infiltrate the contributing area’s Water Quality Volume (WQV) into the underlying soils within 48 hours of the end of the storm. Thus, the storage capacity below the primary outlet was sized to exceed the WQV. The overall storage volume below the outlet in the basin is 29,901 c.f., which exceeds the WQV of 28,681 c.f.. The WQV sizing calculations are provided in Appendix 5. The infiltration basin is required to completely empty within 48 hours of the end of the storm event. The drawdown time is based on the bottom area and hydraulic conductivity of the soils within the basin bottom. As discussed above, the surface of the basin will be topsoiled and seeded. Thus, the most limiting hydraulic conductivity is anticipated to be that of the loam topsoil that will be installed. The corresponding Rawls Rate for loam is 0.5 inches/per hour. This value is used for the infiltration rate in the determination of the drawdown time. Using the storage volume of 29,901 c.f. and the basin bottom area of 16,981 s.f. from the HydroCAD data sheets in Appendix 4, the resulting time for full drawdown within the basin is 42.3 hrs. Drawdown time calculations are provided in Appendix 5. Additionally, the basin will be equipped with two sediment forebays to provide pre-treatment. The first forebay will be at the eastern end where CB2 discharges into the basin. The second forebay will be at the northern end where the swale pipe crossing discharges and the future western development is anticipated to discharge. The forebays have been sized to hold a minimum of 25% of the contributing WQV in accordance with the Manual. The sediment forebay and WQV sizing calculations are provided in Appendix 5. The forebays will be separated from the main basin storage by stone filter berms. The same design point for the pre-development analysis was used for the post development analysis. The post development site was divided into 9 subcatchments. Subcatchments S1 & S2 include the initial development areas where runoff will be collected by the catch basins around the proposed parking lot and diverted to the stormwater infiltration basin. Subcatchment S3 includes the eastern portion of the site that could be developed in the future. Runoff from this subcatchment is anticipated to be collected and piped to catch basin CB1. Subcatchment S4 includes the off-site area that will continue to sheet flow onto our site and be collected by catch basin CB2. Subcatchment 5 includes the area that will sheet flow into the swale along the western edge of the development area. Subcatchment S6 includes the area that will sheet flow directly into the proposed stormwater infiltration basin, including the western portion of the site that could be developed in the future. Runoff from future development of this area is anticipated to be collected and pipe directly to the basin. Subcatchments S7 and S8 include the roof runoff from the proposed building that will be directed to the basin. Subcatchment S9 includes the area 2023-014 Page 4 of 5 Cusson Enterprises LLC J.R. Russo & Associates, LLC Drainage Report that will continue to flow directly to the design point. Subcatchments S3, S5, and S6 were modeled to include up to 2.2 acres of impervious area from potential future development. The post development drainage area map is provided in Appendix 3. The post development runoff characteristics of the subcatchments are provided on the HydroCAD data sheets in Appendix 4. As shown in Table 1, the post-development peak rates of runoff from the site to the design points will be reduced in comparison to the pre-development rates. D. Pipe Sizing The piping proposed at the site consists of smooth bore corrugated high density polyethylene pipe with smooth interior walls (CPEP-S). The roughness coefficient used for this pipe type is 0.012. The analysis provided in Appendix 4 indicates headwater elevation in the structure at each pipe inlet for the design storms and compares it to the flood elevation, which corresponds to the top of frame of the structure. The calculations indicate that all proposed pipes in the catch basins will have sufficient capacity to convey the 25-year storm event while maintaining at least 12 inches of freeboard below the top of the structures. Additionally, the calculations indicate the pipe crossing from the swale to the basin will have sufficient capacity to convey the 100-year storm without overtopping the swale. This analysis includes the runoff from the potential development of an additional 2.2 acres of impervious surface as detailed on the post development drainage area map. E. Swale Sizing Per the CT Stormwater Manual, conveyance systems shall be designed to accommodate the 10- year, 24-hour design storm. The swale to the west of the building is adequately sized to convey the 100-year flow without overtopping as shown in the HydroCAD analysis in Appendix 4. F. Treatment The proposed infiltration basin was sized in accordance with the CT DEP Stormwater Quality Manual to retain and infiltrate the full WQV or Required Recharge Volume (RRV). As such, it meets the DEP’s standards for pollutant reduction prior to discharge. Additional treatment measures will include oil/trap hoods installed in the catch basins. Maintenance requirements for all stormwater system components are provided on the site plans. TABLE 1 – COMPARISON OF PRE- & POST-DEVELOPMENT DISCHARGE RATES (CFS) TO THE DESIGN POINT 2-year 10-year 25-year 100-year Pre-Development 1.11 2.71 3.80 5.77 Post Development 0.00 2.21 3.47 4.98 2023-014 Page 5 of 5 Cusson Enterprises LLC J.R. Russo & Associates, LLC Drainage Report G. Pipe Outfall Protection There are 3 pipe outfalls within the development that will need outfall protection. The first two outfalls are the pipes that outlet into the infiltration basin. The third is the basin’s outlet pipe at the toe of the slope into the wetlands. Outfall protection for the 3 pipe outfalls will consist of Type A riprap aprons. The aprons were designed for the 10-year storm event in accordance with the requirements Table 11.11 & Table 11-12 of Section 11.13 (Outlet Protection) of the CT DOT Drainage Manual provided in Appendix 6. Using the HydroCAD data in Appendix 4, the 24” pipe outlet from CB2 discharges 17.54 cfs @ 5.58 fps during the 10-year storm. Using the tables, the Type A riprap apron should use Modified Riprap and be 18 feet long. Given the pipe size and the apron length, the width will be 6 feet at the pipe end and 18.6 feet at the opposite end. Using the HydroCAD data in Appendix 4, the 24” pipe outlet from swale pipe crossing discharges 4.92 cfs @ 3.33 fps during the 10-year storm. Using the tables, the Type A riprap apron should use Modified Riprap and be 12 feet long. Given the pipe size and the apron length, the width will be 6 feet at the pipe end and 14.4 feet at the opposite end. Using the HydroCAD data in Appendix 4, the 15” pipe outlet from DMH1 discharges 2.19 cfs @ 3.60 fps during the 10-year storm. Using the tables, the Type A riprap apron should use Modified Riprap and be 10 feet long. Given the pipe size and the apron length, the width will be 3.75 feet at the pipe end and 10.75 feet at the opposite end. H. Summary of Results The proposed design and analysis indicates that the proposed development will not result in negative impacts downstream of the site. Appendix 1: SOILS INFORMATION United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for State of ConnecticutNatural Resources Conservation Service May 18, 2023 9 Custom Soil Resource Report Soil Map 46 3 2 7 1 0 46 3 2 7 6 0 46 3 2 8 1 0 46 3 2 8 6 0 46 3 2 9 1 0 46 3 2 9 6 0 46 3 3 0 1 0 46 3 3 0 6 0 46 3 3 1 1 0 46 3 3 1 6 0 46 3 2 7 1 0 46 3 2 7 6 0 46 3 2 8 1 0 46 3 2 8 6 0 46 3 2 9 1 0 46 3 2 9 6 0 46 3 3 0 1 0 46 3 3 0 6 0 46 3 3 1 1 0 46 3 3 1 6 0 698360 698410 698460 698510 698560 698610 698660 698360 698410 698460 698510 698560 698610 698660 41° 49' 32'' N 72 ° 3 6 ' 4 2 ' ' W 41° 49' 32'' N 72 ° 3 6 ' 2 7 ' ' W 41° 49' 16'' N 72 ° 3 6 ' 4 2 ' ' W 41° 49' 16'' N 72 ° 3 6 ' 2 7 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 100 200 400 600 Feet 0 30 60 120 180 Meters Map Scale: 1:2,290 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 36B Windsor loamy sand, 3 to 8 percent slopes 6.9 54.2% 36C Windsor loamy sand, 8 to 15 percent slopes 0.0 0.4% 306 Udorthents-Urban land complex 3.9 30.5% 701A Ninigret fine sandy loam, 0 to 3 percent slopes 1.9 14.9% Totals for Area of Interest 12.7 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate Custom Soil Resource Report 11 pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 State of Connecticut 36B—Windsor loamy sand, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2svkf Elevation: 0 to 1,210 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Windsor, loamy sand, and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Windsor, Loamy Sand Setting Landform:Dunes, outwash plains, deltas, outwash terraces Landform position (three-dimensional):Tread, riser Down-slope shape:Convex, linear Across-slope shape:Convex, linear Parent material:Loose sandy glaciofluvial deposits derived from granite and/or loose sandy glaciofluvial deposits derived from schist and/or loose sandy glaciofluvial deposits derived from gneiss Typical profile O - 0 to 1 inches: moderately decomposed plant material A - 1 to 3 inches: loamy sand Bw - 3 to 25 inches: loamy sand C - 25 to 65 inches: sand Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 4.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Ecological site: F144AY022MA - Dry Outwash Hydric soil rating: No Custom Soil Resource Report 13 Minor Components Hinckley, loamy sand Percent of map unit:10 percent Landform:Deltas, kames, eskers, outwash plains Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Head slope, nose slope, crest, side slope, rise Down-slope shape:Convex Across-slope shape:Convex, linear Hydric soil rating: No Deerfield, loamy sand Percent of map unit:5 percent Landform:Deltas, terraces, outwash plains Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread, talf Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No 36C—Windsor loamy sand, 8 to 15 percent slopes Map Unit Setting National map unit symbol: 2svkq Elevation: 0 to 1,260 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Windsor and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Windsor Setting Landform:— error in exists on — Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Side slope, riser Down-slope shape:Convex Across-slope shape:Convex, linear Parent material:Loose sandy glaciofluvial deposits derived from granite and/or loose sandy glaciofluvial deposits derived from schist and/or loose sandy glaciofluvial deposits derived from gneiss Typical profile Oe - 0 to 1 inches: moderately decomposed plant material Custom Soil Resource Report 14 Ap - 1 to 11 inches: loamy sand Bw - 11 to 31 inches: loamy sand C - 31 to 65 inches: sand Properties and qualities Slope:8 to 15 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 4.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: A Ecological site: F144AY022MA - Dry Outwash Hydric soil rating: No Minor Components Hinckley Percent of map unit:10 percent Landform:Deltas, kames, eskers, outwash plains Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, rise Down-slope shape:Convex Across-slope shape:Convex, linear Hydric soil rating: No Deerfield Percent of map unit:5 percent Landform:Deltas, terraces, outwash plains Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread, talf Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No 306—Udorthents-Urban land complex Map Unit Setting National map unit symbol: 9lmg Elevation: 0 to 2,000 feet Mean annual precipitation: 43 to 56 inches Custom Soil Resource Report 15 Mean annual air temperature: 45 to 55 degrees F Frost-free period: 120 to 185 days Farmland classification: Not prime farmland Map Unit Composition Udorthents and similar soils:50 percent Urban land:35 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Udorthents Setting Down-slope shape:Convex Across-slope shape:Linear Parent material:Drift Typical profile A - 0 to 5 inches: loam C1 - 5 to 21 inches: gravelly loam C2 - 21 to 80 inches: very gravelly sandy loam Properties and qualities Slope:0 to 25 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Very low to high (0.00 to 1.98 in/hr) Depth to water table:About 54 to 72 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: B Hydric soil rating: No Description of Urban Land Typical profile H - 0 to 6 inches: material Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydrologic Soil Group: D Hydric soil rating: Unranked Minor Components Unnamed, undisturbed soils Percent of map unit:8 percent Hydric soil rating: No Custom Soil Resource Report 16 Udorthents, wet substratum Percent of map unit:5 percent Down-slope shape:Convex Across-slope shape:Linear Hydric soil rating: No Rock outcrop Percent of map unit:2 percent Hydric soil rating: No 701A—Ninigret fine sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2y07d Elevation: 0 to 1,260 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Ninigret and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ninigret Setting Landform:Kame terraces, outwash plains, moraines, kames, outwash terraces Landform position (two-dimensional):Footslope, toeslope Landform position (three-dimensional):Base slope, tread Down-slope shape:Convex, linear Across-slope shape:Convex, concave Parent material:Coarse-loamy eolian deposits over sandy and gravelly glaciofluvial deposits derived from gneiss, granite, schist, and/or phyllite Typical profile Ap - 0 to 8 inches: fine sandy loam Bw1 - 8 to 16 inches: fine sandy loam Bw2 - 16 to 26 inches: fine sandy loam 2C - 26 to 65 inches: stratified loamy sand to loamy fine sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:18 to 38 inches to strongly contrasting textural stratification Drainage class:Moderately well drained Runoff class: Very low Custom Soil Resource Report 17 Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.14 to 14.17 in/hr) Depth to water table:About 17 to 39 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 3.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C Ecological site: F144AY026CT - Moist Silty Outwash Hydric soil rating: No Minor Components Merrimac Percent of map unit:5 percent Landform:Outwash plains, outwash terraces, eskers, kames, moraines Landform position (two-dimensional):Summit, shoulder Landform position (three-dimensional):Side slope, crest, tread Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Agawam Percent of map unit:5 percent Landform:Kame terraces, outwash plains, outwash terraces, moraines, kames Landform position (two-dimensional):Summit, shoulder Landform position (three-dimensional):Side slope, crest, tread Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Tisbury Percent of map unit:3 percent Landform:Outwash terraces, valley trains, deltas, outwash plains Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: No Raypol Percent of map unit:2 percent Landform:Drainageways, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Custom Soil Resource Report 18 Appendix 2: RAINFALL DATA 5/18/23, 10:25 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=41.8243&lon=-72.6093&data=depth&units=english&series=pds 1/4 NOAA Atlas 14, Volume 10, Version 3 Location name: South Windsor, Connecticut, USA* Latitude: 41.8243°, Longitude: -72.6093° Elevation: m/ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sandra Pavlovic, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Orlan Wilhite NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.336 (0.262‑0.432) 0.408 (0.317‑0.524) 0.524 (0.406‑0.676) 0.621 (0.478‑0.806) 0.753 (0.562‑1.02) 0.853 (0.624‑1.19) 0.958 (0.680‑1.38) 1.08 (0.724‑1.59) 1.25 (0.807‑1.91) 1.38 (0.876‑2.16) 10-min 0.477 (0.371‑0.612) 0.577 (0.449‑0.742) 0.742 (0.575‑0.956) 0.879 (0.677‑1.14) 1.07 (0.796‑1.45) 1.21 (0.884‑1.68) 1.36 (0.964‑1.96) 1.52 (1.03‑2.25) 1.76 (1.14‑2.70) 1.96 (1.24‑3.06) 15-min 0.561 (0.436‑0.720) 0.679 (0.528‑0.873) 0.873 (0.676‑1.13) 1.03 (0.796‑1.34) 1.25 (0.936‑1.70) 1.42 (1.04‑1.97) 1.60 (1.13‑2.30) 1.79 (1.21‑2.65) 2.08 (1.35‑3.18) 2.31 (1.46‑3.60) 30-min 0.751 (0.585‑0.964) 0.913 (0.710‑1.17) 1.18 (0.912‑1.52) 1.40 (1.08‑1.81) 1.70 (1.27‑2.31) 1.93 (1.41‑2.67) 2.17 (1.54‑3.12) 2.43 (1.64‑3.59) 2.82 (1.82‑4.31) 3.13 (1.98‑4.89) 60-min 0.942 (0.733‑1.21) 1.15 (0.892‑1.47) 1.48 (1.15‑1.91) 1.76 (1.36‑2.28) 2.14 (1.60‑2.91) 2.43 (1.78‑3.38) 2.73 (1.94‑3.94) 3.07 (2.07‑4.54) 3.56 (2.30‑5.44) 3.95 (2.50‑6.18) 2-hr 1.22 (0.955‑1.56) 1.48 (1.16‑1.89) 1.90 (1.48‑2.43) 2.25 (1.74‑2.90) 2.73 (2.05‑3.69) 3.08 (2.27‑4.27) 3.46 (2.49‑5.00) 3.91 (2.64‑5.74) 4.58 (2.98‑6.97) 5.15 (3.27‑7.99) 3-hr 1.41 (1.11‑1.79) 1.70 (1.33‑2.17) 2.18 (1.71‑2.79) 2.58 (2.01‑3.32) 3.13 (2.36‑4.23) 3.54 (2.62‑4.89) 3.98 (2.87‑5.74) 4.51 (3.05‑6.59) 5.31 (3.46‑8.05) 5.99 (3.81‑9.27) 6-hr 1.76 (1.39‑2.23) 2.14 (1.69‑2.70) 2.75 (2.16‑3.49) 3.26 (2.55‑4.16) 3.96 (3.01‑5.33) 4.48 (3.34‑6.17) 5.04 (3.67‑7.26) 5.74 (3.90‑8.35) 6.81 (4.45‑10.3) 7.74 (4.93‑11.9) 12-hr 2.14 (1.70‑2.69) 2.63 (2.09‑3.30) 3.42 (2.70‑4.31) 4.07 (3.20‑5.17) 4.98 (3.80‑6.66) 5.64 (4.23‑7.74) 6.37 (4.66‑9.13) 7.27 (4.96‑10.5) 8.68 (5.68‑13.0) 9.90 (6.34‑15.1) 24-hr 2.50 (2.00‑3.12) 3.11 (2.48‑3.88) 4.10 (3.26‑5.14) 4.93 (3.90‑6.22) 6.06 (4.66‑8.08) 6.90 (5.21‑9.43) 7.82 (5.77‑11.2) 8.99 (6.15‑12.9) 10.9 (7.13‑16.2) 12.5 (8.03‑19.0) 2-day 2.81 (2.26‑3.49) 3.55 (2.85‑4.41) 4.76 (3.81‑5.93) 5.76 (4.58‑7.23) 7.14 (5.53‑9.50) 8.15 (6.20‑11.1) 9.27 (6.92‑13.3) 10.8 (7.38‑15.4) 13.2 (8.71‑19.6) 15.4 (9.93‑23.2) 3-day 3.06 (2.47‑3.79) 3.87 (3.12‑4.80) 5.20 (4.18‑6.46) 6.30 (5.03‑7.88) 7.82 (6.08‑10.4) 8.92 (6.82‑12.2) 10.2 (7.62‑14.6) 11.8 (8.12‑16.8) 14.6 (9.62‑21.5) 17.1 (11.0‑25.6) 4-day 3.29 (2.66‑4.05) 4.15 (3.35‑5.13) 5.57 (4.48‑6.90) 6.74 (5.39‑8.40) 8.36 (6.51‑11.0) 9.53 (7.30‑13.0) 10.8 (8.15‑15.5) 12.6 (8.69‑17.9) 15.6 (10.3‑22.9) 18.2 (11.8‑27.2) 7-day 3.90 (3.17‑4.78) 4.87 (3.95‑5.98) 6.46 (5.22‑7.96) 7.78 (6.25‑9.64) 9.59 (7.50‑12.6) 10.9 (8.38‑14.7) 12.4 (9.32‑17.6) 14.4 (9.91‑20.3) 17.6 (11.6‑25.7) 20.4 (13.2‑30.4) 10-day 4.51 (3.68‑5.52) 5.54 (4.51‑6.79) 7.22 (5.86‑8.87) 8.62 (6.95‑10.6) 10.5 (8.25‑13.8) 11.9 (9.17‑16.0) 13.5 (10.1‑19.0) 15.5 (10.7‑21.8) 18.8 (12.5‑27.3) 21.7 (14.1‑32.1) 20-day 6.50 (5.33‑7.90) 7.59 (6.22‑9.23) 9.36 (7.64‑11.4) 10.8 (8.79‑13.3) 12.9 (10.1‑16.6) 14.4 (11.0‑18.9) 16.0 (11.9‑22.0) 18.0 (12.5‑25.0) 21.0 (14.0‑30.3) 23.6 (15.3‑34.7) 30-day 8.21 (6.76‑9.94) 9.32 (7.66‑11.3) 11.1 (9.12‑13.5) 12.6 (10.3‑15.5) 14.7 (11.6‑18.8) 16.3 (12.5‑21.2) 17.9 (13.3‑24.3) 19.8 (13.8‑27.4) 22.5 (15.1‑32.3) 24.7 (16.1‑36.3) 45-day 10.4 (8.56‑12.5) 11.5 (9.50‑13.9) 13.4 (11.0‑16.2) 14.9 (12.2‑18.2) 17.1 (13.4‑21.6) 18.7 (14.4‑24.2) 20.4 (15.0‑27.2) 22.1 (15.5‑30.5) 24.4 (16.4‑34.9) 26.2 (17.1‑38.3) 60-day 12.2 (10.1‑14.7) 13.4 (11.1‑16.1) 15.3 (12.6‑18.5) 16.9 (13.9‑20.6) 19.1 (15.1‑24.1) 20.9 (16.0‑26.8) 22.6 (16.6‑29.8) 24.2 (17.0‑33.2) 26.2 (17.6‑37.3) 27.6 (18.1‑40.2) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical Appendix 3: DRAINAGE AREA MAPS Appendix 4: HYDROCAD ANALYSES E1 EX-SITE E2 EX-BOATS S1 CB1 S2 CB2 S3 CB1-FD S4 CB2-BOATS S5 SWALE S6 BASIN1 S7 ROOF1 S8 ROOF2 S9 BYPASS BAS1 BASIN CB1 CB CB1CB2 CB CB2 DMH1 CB DMH1 DP1 DP1 EDP1 EX-DP1 FB1 EAST FB FB2 NORTH FB SW1 SWALE Routing Diagram for 2023-014 Cusson Automotive Swales - 29 Mascolo Rd Prepared by JR Russo & Associates, Printed 5/13/2026 HydroCAD® 10.20-8a s/n 02386 © 2025 HydroCAD Software Solutions LLC Subcat Reach Pond Link NOAA10 24-hr D 10-year Rainfall=4.93"2023-014 Cusson Automotive Swales - 29 Mascolo Printed 5/13/2026Prepared by JR Russo & Associates Page 2HydroCAD® 10.20-8a s/n 02386 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E1: EX-SITE Runoff = 0.03 cfs @ 23.02 hrs, Volume= 0.015 af, Depth= 0.02" Routed to Pond EDP1 : EX-DP1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.01 hrs NOAA10 24-hr D 10-year Rainfall=4.93" Area (sf) CN Description 123 98 Paved parking, HSG A 9,074 96 Gravel surface, HSG A 0 68 <50% Grass cover, Poor, HSG A 2,377 39 >75% Grass cover, Good, HSG A 355,482 30 Woods, Good, HSG A 367,056 32 Weighted Average 366,933 99.97% Pervious Area 123 0.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.3 100 0.0183 0.07 Sheet Flow, W Woods: Light underbrush n= 0.400 P2= 3.20" 1.6 64 0.0183 0.68 Shallow Concentrated Flow, W Woodland Kv= 5.0 fps 29.3 825 0.0088 0.47 Shallow Concentrated Flow, W Woodland Kv= 5.0 fps 0.9 95 0.1373 1.85 Shallow Concentrated Flow, W Woodland Kv= 5.0 fps 54.1 1,084 Total Summary for Subcatchment E2: EX-BOATS Runoff = 2.71 cfs @ 12.63 hrs, Volume= 0.499 af, Depth= 2.39" Routed to Pond EDP1 : EX-DP1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.01 hrs NOAA10 24-hr D 10-year Rainfall=4.93" Area (sf) CN Description 35,725 98 Paved parking, HSG A 18,388 96 Gravel surface, HSG A 28,331 68 <50% Grass cover, Poor, HSG A 14,621 39 >75% Grass cover, Good, HSG A 11,920 30 Woods, Good, HSG A 108,985 75 Weighted Average 73,260 67.22% Pervious Area 35,725 32.78% Impervious Area NOAA10 24-hr D 10-year Rainfall=4.93"2023-014 Cusson Automotive Swales - 29 Mascolo Printed 5/13/2026Prepared by JR Russo & Associates Page 3HydroCAD® 10.20-8a s/n 02386 © 2025 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.0160 0.16 Sheet Flow, G Grass: Short n= 0.150 P2= 3.20" 2.2 120 0.0167 0.90 Shallow Concentrated Flow, G Short Grass Pasture Kv= 7.0 fps 3.3 182 0.0341 0.92 Shallow Concentrated Flow, W Woodland Kv= 5.0 fps 29.3 825 0.0088 0.47 Shallow Concentrated Flow, W Woodland Kv= 5.0 fps 0.9 95 0.1373 1.85 Shallow Concentrated Flow, W Woodland Kv= 5.0 fps 46.4 1,322 Total Summary for Subcatchment S1: CB1 Runoff = 2.80 cfs @ 12.12 hrs, Volume= 0.182 af, Depth= 3.30" Routed to Pond CB1 : CB1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.01 hrs NOAA10 24-hr D 10-year Rainfall=4.93" Area (sf) CN Description 6,203 39 >75% Grass cover, Good, HSG A 22,629 98 Paved parking, HSG A 28,832 85 Weighted Average 6,203 21.51% Pervious Area 22,629 78.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment S2: CB2 Runoff = 1.62 cfs @ 12.13 hrs, Volume= 0.102 af, Depth= 2.31" Routed to Pond CB2 : CB2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.01 hrs NOAA10 24-hr D 10-year Rainfall=4.93" Area (sf) CN Description 6,633 96 Gravel surface, HSG A 7,230 98 Paved parking, HSG A 9,270 39 >75% Grass cover, Good, HSG A 23,133 74 Weighted Average 15,903 68.75% Pervious Area 7,230 31.25% Impervious Area NOAA10 24-hr D 10-year Rainfall=4.93"2023-014 Cusson Automotive Swales - 29 Mascolo Printed 5/13/2026Prepared by JR Russo & Associates Page 4HydroCAD® 10.20-8a s/n 02386 © 2025 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment S3: CB1-FD Runoff = 8.39 cfs @ 12.12 hrs, Volume= 0.544 af, Depth= 3.21" Routed to Pond CB1 : CB1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.01 hrs NOAA10 24-hr D 10-year Rainfall=4.93" Area (sf) CN Description 15,846 39 >75% Grass cover, Good, HSG A 6,294 96 Gravel surface, HSG A 6,367 68 <50% Grass cover, Poor, HSG A 26,528 98 Paved parking, HSG A 1,752 30 Woods, Good, HSG A * 31,850 98 Future Development, HSG A 88,637 84 Weighted Average 30,259 34.14% Pervious Area 58,378 65.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment S4: CB2-BOATS Runoff = 3.74 cfs @ 12.14 hrs, Volume= 0.261 af, Depth= 3.11" Routed to Pond CB2 : CB2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.01 hrs NOAA10 24-hr D 10-year Rainfall=4.93" Area (sf) CN Description 1,722 30 Woods, Good, HSG A 17,695 68 <50% Grass cover, Poor, HSG A 10,988 96 Gravel surface, HSG A 13,429 98 Paved parking, HSG A 43,834 83 Weighted Average 30,405 69.36% Pervious Area 13,429 30.64% Impervious Area NOAA10 24-hr D 10-year Rainfall=4.93"2023-014 Cusson Automotive Swales - 29 Mascolo Printed 5/13/2026Prepared by JR Russo & Associates Page 5HydroCAD® 10.20-8a s/n 02386 © 2025 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.1 100 0.0260 1.53 Sheet Flow, IM Smooth surfaces n= 0.011 P2= 3.20" 0.2 43 0.0209 2.93 Shallow Concentrated Flow, IM Paved Kv= 20.3 fps 0.1 20 0.0298 2.78 Shallow Concentrated Flow, GRAV Unpaved Kv= 16.1 fps 4.0 167 0.0100 0.70 Shallow Concentrated Flow, GRASS Short Grass Pasture Kv= 7.0 fps 0.3 16 0.0245 0.78 Shallow Concentrated Flow, WOODS Woodland Kv= 5.0 fps 0.7 48 0.0245 1.10 Shallow Concentrated Flow, GRASS Short Grass Pasture Kv= 7.0 fps 0.4 78 0.0282 3.41 Shallow Concentrated Flow, IM Paved Kv= 20.3 fps 6.8 472 Total Summary for Subcatchment S5: SWALE Runoff = 4.51 cfs @ 12.21 hrs, Volume= 0.404 af, Depth= 2.14" Routed to Pond SW1 : SWALE Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.01 hrs NOAA10 24-hr D 10-year Rainfall=4.93" Area (sf) CN Description 48,673 98 Paved parking, HSG A * 2,051 98 Future Development, HSG A 4,993 96 Gravel surface, HSG A 40,381 39 >75% Grass cover, Good, HSG A 2,448 30 Woods, Good, HSG A 0 30 Brush, Good, HSG A 98,546 72 Weighted Average 47,822 48.53% Pervious Area 50,724 51.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 100 0.0270 0.19 Sheet Flow, GR Grass: Short n= 0.150 P2= 3.20" 3.1 157 0.0146 0.85 Shallow Concentrated Flow, GRASS Short Grass Pasture Kv= 7.0 fps 0.4 48 0.0100 2.03 Shallow Concentrated Flow, IM Paved Kv= 20.3 fps 0.7 297 0.0149 6.74 80.85 Trap/Vee/Rect Channel Flow, SWALE Bot.W=8.00' D=1.00' Z= 4.0 '/' Top.W=16.00' n= 0.022 Earth, clean & straight 12.9 602 Total NOAA10 24-hr D 10-year Rainfall=4.93"2023-014 Cusson Automotive Swales - 29 Mascolo Printed 5/13/2026Prepared by JR Russo & Associates Page 6HydroCAD® 10.20-8a s/n 02386 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment S6: BASIN1 Runoff = 7.08 cfs @ 12.13 hrs, Volume= 0.451 af, Depth= 1.91" Routed to Pond BAS1 : BASIN Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.01 hrs NOAA10 24-hr D 10-year Rainfall=4.93" Area (sf) CN Description 47,174 39 >75% Grass cover, Good, HSG A 3,369 96 Gravel surface, HSG A 12,088 30 Woods, Good, HSG A 1,111 98 Paved parking, HSG A 0 30 Brush, Good, HSG A * 59,865 98 Future Development, HSG A 123,607 69 Weighted Average 62,631 50.67% Pervious Area 60,976 49.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment S7: ROOF1 Runoff = 1.08 cfs @ 12.12 hrs, Volume= 0.081 af, Depth> 4.69" Routed to Pond CB1 : CB1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.01 hrs NOAA10 24-hr D 10-year Rainfall=4.93" Area (sf) CN Description 9,000 98 Roofs, HSG A 9,000 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment S8: ROOF2 Runoff = 1.08 cfs @ 12.12 hrs, Volume= 0.081 af, Depth> 4.69" Routed to Pond SW1 : SWALE Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.01 hrs NOAA10 24-hr D 10-year Rainfall=4.93" NOAA10 24-hr D 10-year Rainfall=4.93"2023-014 Cusson Automotive Swales - 29 Mascolo Printed 5/13/2026Prepared by JR Russo & Associates Page 7HydroCAD® 10.20-8a s/n 02386 © 2025 HydroCAD Software Solutions LLC Area (sf) CN Description 9,000 98 Roofs, HSG A 9,000 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment S9: BYPASS Runoff = 0.02 cfs @ 15.01 hrs, Volume= 0.017 af, Depth= 0.15" Routed to Pond DP1 : DP1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-72.00 hrs, dt= 0.01 hrs NOAA10 24-hr D 10-year Rainfall=4.93" Area (sf) CN Description 21,253 39 >75% Grass cover, Good, HSG A 31,698 30 Woods, Good, HSG A 3,782 98 Paved parking, HSG A 56,733 38 Weighted Average 52,951 93.33% Pervious Area 3,782 6.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Pond BAS1: BASIN Inflow Area = 9.747 ac, 54.49% Impervious, Inflow Depth > 2.59" for 10-year event Inflow = 28.47 cfs @ 12.14 hrs, Volume= 2.103 af Outflow = 2.44 cfs @ 13.33 hrs, Volume= 2.129 af, Atten= 91%, Lag= 71.3 min Discarded = 0.25 cfs @ 13.33 hrs, Volume= 1.100 af Primary = 2.19 cfs @ 13.33 hrs, Volume= 1.029 af Routed to Pond DMH1 : DMH1 Routing by Sim-Route method, Time Span= 1.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 56.08' @ 13.33 hrs Surf.Area= 21,500 sf Storage= 39,897 cf Flood Elev= 59.00' Surf.Area= 28,587 sf Storage= 112,915 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 665.1 min ( 1,515.7 - 850.6 ) Volume Invert Avail.Storage Storage Description #1 54.00' 112,915 cf Custom Stage Data (Prismatic) Listed below (Recalc) NOAA10 24-hr D 10-year Rainfall=4.93"2023-014 Cusson Automotive Swales - 29 Mascolo Printed 5/13/2026Prepared by JR Russo & Associates Page 8HydroCAD® 10.20-8a s/n 02386 © 2025 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 54.00 16,981 0 0 55.00 19,101 18,041 18,041 56.00 21,322 20,212 38,253 57.00 23,643 22,483 60,735 58.00 26,065 24,854 85,589 59.00 28,587 27,326 112,915 Device Routing Invert Outlet Devices #1 Discarded 54.00'0.500 in/hr Exfiltration over Surface area #2 Primary 50.00'15.0" Round Culvert L= 62.0' Ke= 0.500 Inlet / Outlet Invert= 50.00' / 44.95' S= 0.0815 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf #3 Device 2 58.00'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 55.60'11.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.25 cfs @ 13.33 hrs HW=56.08' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.25 cfs) Primary OutFlow Max=2.19 cfs @ 13.33 hrs HW=56.08' TW=44.99' (Dynamic Tailwater) 2=Culvert (Passes 2.19 cfs of 13.80 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate (Orifice Controls 2.19 cfs @ 3.32 fps) Summary for Pond CB1: CB1 Inflow Area = 2.903 ac, 71.17% Impervious, Inflow Depth > 3.33" for 10-year event Inflow = 12.27 cfs @ 12.12 hrs, Volume= 0.807 af Outflow = 12.27 cfs @ 12.13 hrs, Volume= 0.807 af, Atten= 0%, Lag= 0.6 min Primary = 12.27 cfs @ 12.13 hrs, Volume= 0.807 af Routed to Pond CB2 : CB2 Routing by Sim-Route method, Time Span= 1.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 60.44' @ 12.14 hrs Flood Elev= 62.70' Device Routing Invert Outlet Devices #1 Primary 58.40'24.0" Round Culvert L= 147.0' Ke= 0.500 Inlet / Outlet Invert= 58.40' / 57.20' S= 0.0082 '/' Cc= 0.900 n= 0.012, Flow Area= 3.14 sf Primary OutFlow Max=11.73 cfs @ 12.13 hrs HW=60.41' TW=59.51' (Dynamic Tailwater) 1=Culvert (Outlet Controls 11.73 cfs @ 4.62 fps) NOAA10 24-hr D 10-year Rainfall=4.93"2023-014 Cusson Automotive Swales - 29 Mascolo Printed 5/13/2026Prepared by JR Russo & Associates Page 9HydroCAD® 10.20-8a s/n 02386 © 2025 HydroCAD Software Solutions LLC Summary for Pond CB2: CB2 Inflow Area = 4.441 ac, 57.21% Impervious, Inflow Depth > 3.16" for 10-year event Inflow = 17.58 cfs @ 12.13 hrs, Volume= 1.170 af Outflow = 17.58 cfs @ 12.14 hrs, Volume= 1.170 af, Atten= 0%, Lag= 0.6 min Primary = 17.58 cfs @ 12.14 hrs, Volume= 1.170 af Routed to Pond BAS1 : BASIN Routing by Sim-Route method, Time Span= 1.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 59.55' @ 12.14 hrs Flood Elev= 63.30' Device Routing Invert Outlet Devices #1 Primary 57.20'24.0" Round Culvert L= 171.0' Ke= 0.500 Inlet / Outlet Invert= 57.20' / 53.00' S= 0.0246 '/' Cc= 0.900 n= 0.012, Flow Area= 3.14 sf Primary OutFlow Max=17.54 cfs @ 12.14 hrs HW=59.54' TW=55.28' (Dynamic Tailwater) 1=Culvert (Inlet Controls 17.54 cfs @ 5.58 fps) Summary for Pond DMH1: DMH1 Inflow Area = 9.747 ac, 54.49% Impervious, Inflow Depth = 1.27" for 10-year event Inflow = 2.19 cfs @ 13.33 hrs, Volume= 1.029 af Outflow = 2.19 cfs @ 13.34 hrs, Volume= 1.029 af, Atten= 0%, Lag= 0.6 min Primary = 2.19 cfs @ 13.34 hrs, Volume= 1.029 af Routed to Pond DP1 : DP1 Routing by Sim-Route method, Time Span= 1.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 44.99' @ 13.34 hrs Flood Elev= 48.20' Device Routing Invert Outlet Devices #1 Primary 44.16'15.0" Round Culvert L= 16.0' Ke= 0.500 Inlet / Outlet Invert= 44.16' / 44.00' S= 0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 1.23 sf Primary OutFlow Max=2.19 cfs @ 13.34 hrs HW=44.99' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 2.19 cfs @ 3.60 fps) Summary for Pond DP1: DP1 Inflow Area = 11.050 ac, 48.85% Impervious, Inflow Depth = 1.14" for 10-year event Inflow = 2.21 cfs @ 13.35 hrs, Volume= 1.046 af Primary = 2.21 cfs @ 13.36 hrs, Volume= 1.046 af, Atten= 0%, Lag= 0.6 min Routing by Sim-Route method, Time Span= 1.00-72.00 hrs, dt= 0.01 hrs NOAA10 24-hr D 10-year Rainfall=4.93"2023-014 Cusson Automotive Swales - 29 Mascolo Printed 5/13/2026Prepared by JR Russo & Associates Page 10HydroCAD® 10.20-8a s/n 02386 © 2025 HydroCAD Software Solutions LLC Summary for Pond EDP1: EX-DP1 Inflow Area = 10.928 ac, 7.53% Impervious, Inflow Depth = 0.56" for 10-year event Inflow = 2.71 cfs @ 12.63 hrs, Volume= 0.514 af Primary = 2.71 cfs @ 12.64 hrs, Volume= 0.514 af, Atten= 0%, Lag= 0.6 min Routing by Sim-Route method, Time Span= 1.00-72.00 hrs, dt= 0.01 hrs Summary for Pond FB1: EAST FB Volume Invert Avail.Storage Storage Description #1 54.00' 3,817 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 54.00 1,390 0 0 55.00 1,890 1,640 1,640 56.00 2,464 2,177 3,817 Device Routing Invert Outlet Devices #1 Discarded 54.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 1.00 hrs HW=0.00' (Free Discharge) 1=Exfiltration ( Controls 0.00 cfs) Summary for Pond FB2: NORTH FB Volume Invert Avail.Storage Storage Description #1 54.00' 4,281 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 54.00 1,480 0 0 55.00 2,122 1,801 1,801 56.00 2,837 2,480 4,281 Device Routing Invert Outlet Devices #1 Discarded 54.00'8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 1.00 hrs HW=0.00' (Free Discharge) 1=Exfiltration ( Controls 0.00 cfs) NOAA10 24-hr D 10-year Rainfall=4.93"2023-014 Cusson Automotive Swales - 29 Mascolo Printed 5/13/2026Prepared by JR Russo & Associates Page 11HydroCAD® 10.20-8a s/n 02386 © 2025 HydroCAD Software Solutions LLC Summary for Pond SW1: SWALE Inflow Area = 2.469 ac, 55.53% Impervious, Inflow Depth > 2.36" for 10-year event Inflow = 4.98 cfs @ 12.20 hrs, Volume= 0.485 af Outflow = 4.93 cfs @ 12.22 hrs, Volume= 0.485 af, Atten= 1%, Lag= 1.4 min Discarded = 0.01 cfs @ 12.22 hrs, Volume= 0.003 af Primary = 4.92 cfs @ 12.22 hrs, Volume= 0.482 af Routed to Pond BAS1 : BASIN Routing by Sim-Route method, Time Span= 1.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 57.83' @ 12.22 hrs Surf.Area= 860 sf Storage= 398 cf Flood Elev= 59.70' Surf.Area= 3,665 sf Storage= 4,496 cf Plug-Flow detention time= 1.1 min calculated for 0.485 af (100% of inflow) Center-of-Mass det. time= 1.1 min ( 862.7 - 861.7 ) Volume Invert Avail.Storage Storage Description #1 56.88' 4,496 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 56.88 0 0 0 57.00 83 5 5 58.00 1,015 549 554 59.00 2,531 1,773 2,327 59.70 3,665 2,169 4,496 Device Routing Invert Outlet Devices #1 Discarded 56.88'0.500 in/hr Exfiltration over Surface area #2 Primary 56.88'24.0" Round Culvert L= 84.0' Ke= 0.500 Inlet / Outlet Invert= 56.88' / 54.00' S= 0.0343 '/' Cc= 0.900 n= 0.012, Flow Area= 3.14 sf Discarded OutFlow Max=0.01 cfs @ 12.22 hrs HW=57.83' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=4.92 cfs @ 12.22 hrs HW=57.83' TW=55.60' (Dynamic Tailwater) 2=Culvert (Inlet Controls 4.92 cfs @ 3.33 fps) NOAA10 24-hr D 2-year Rainfall=3.11"2023-014 Cusson Automotive Swales - 29 Mascolo R Printed 5/13/2026Prepared by JR Russo & Associates Page 12HydroCAD® 10.20-8a s/n 02386 © 2025 HydroCAD Software Solutions LLC Time span=1.00-72.00 hrs, dt=0.01 hrs, 7101 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Sim-Route method - Pond routing by Sim-Route method Runoff Area=367,056 sf 0.03% Impervious Runoff Depth=0.00"Subcatchment E1: EX-SITE Flow Length=1,084' Tc=54.1 min CN=32 Runoff=0.00 cfs 0.000 af Runoff Area=108,985 sf 32.78% Impervious Runoff Depth=1.03"Subcatchment E2: EX-BOATS Flow Length=1,322' Tc=46.4 min CN=75 Runoff=1.11 cfs 0.215 af Runoff Area=28,832 sf 78.49% Impervious Runoff Depth=1.68"Subcatchment S1: CB1 Tc=5.0 min CN=85 Runoff=1.46 cfs 0.093 af Runoff Area=23,133 sf 31.25% Impervious Runoff Depth=0.98"Subcatchment S2: CB2 Tc=5.0 min CN=74 Runoff=0.67 cfs 0.043 af Runoff Area=88,637 sf 65.86% Impervious Runoff Depth=1.61"Subcatchment S3: CB1-FD Tc=5.0 min CN=84 Runoff=4.29 cfs 0.273 af Runoff Area=43,834 sf 30.64% Impervious Runoff Depth=1.54"Subcatchment S4: CB2-BOATS Flow Length=472' Tc=6.8 min CN=83 Runoff=1.87 cfs 0.129 af Runoff Area=98,546 sf 51.47% Impervious Runoff Depth=0.87"Subcatchment S5: SWALE Flow Length=602' Tc=12.9 min CN=72 Runoff=1.72 cfs 0.165 af Runoff Area=123,607 sf 49.33% Impervious Runoff Depth=0.73"Subcatchment S6: BASIN1 Tc=5.0 min CN=69 Runoff=2.50 cfs 0.172 af Runoff Area=9,000 sf 100.00% Impervious Runoff Depth=2.88"Subcatchment S7: ROOF1 Tc=5.0 min CN=98 Runoff=0.67 cfs 0.050 af Runoff Area=9,000 sf 100.00% Impervious Runoff Depth=2.88"Subcatchment S8: ROOF2 Tc=5.0 min CN=98 Runoff=0.67 cfs 0.050 af Runoff Area=56,733 sf 6.67% Impervious Runoff Depth=0.00"Subcatchment S9: BYPASS Tc=5.0 min CN=38 Runoff=0.00 cfs 0.000 af Peak Elev=55.57' Storage=29,377 cf Inflow=13.12 cfs 0.972 afPond BAS1: BASIN Discarded=0.24 cfs 1.017 af Primary=0.00 cfs 0.000 af Outflow=0.24 cfs 1.017 af Peak Elev=59.60' Inflow=6.43 cfs 0.415 afPond CB1: CB1 24.0" Round Culvert n=0.012 L=147.0' S=0.0082 '/' Outflow=6.43 cfs 0.415 af Peak Elev=58.55' Inflow=8.95 cfs 0.587 afPond CB2: CB2 24.0" Round Culvert n=0.012 L=171.0' S=0.0246 '/' Outflow=8.95 cfs 0.587 af Peak Elev=44.16' Inflow=0.00 cfs 0.000 afPond DMH1: DMH1 15.0" Round Culvert n=0.012 L=16.0' S=0.0100 '/' Outflow=0.00 cfs 0.000 af Inflow=0.00 cfs 0.000 afPond DP1: DP1 Primary=0.00 cfs 0.000 af NOAA10 24-hr D 2-year Rainfall=3.11"2023-014 Cusson Automotive Swales - 29 Mascolo R Printed 5/13/2026Prepared by JR Russo & Associates Page 13HydroCAD® 10.20-8a s/n 02386 © 2025 HydroCAD Software Solutions LLC Inflow=1.11 cfs 0.215 afPond EDP1: EX-DP1 Primary=1.11 cfs 0.215 af Peak Elev=0.00' Storage=0 cfPond FB1: EAST FB Discarded=0.00 cfs 0.000 af Peak Elev=0.00' Storage=0 cfPond FB2: NORTH FB Discarded=0.00 cfs 0.000 af Peak Elev=57.46' Storage=144 cf Inflow=2.00 cfs 0.214 afPond SW1: SWALE Discarded=0.01 cfs 0.002 af Primary=1.99 cfs 0.213 af Outflow=2.00 cfs 0.214 af Total Runoff Area = 21.978 ac Runoff Volume = 1.189 af Average Runoff Depth = 0.65" 71.69% Pervious = 15.757 ac 28.31% Impervious = 6.221 ac NOAA10 24-hr D 10-year Rainfall=4.93"2023-014 Cusson Automotive Swales - 29 Mascolo Printed 5/13/2026Prepared by JR Russo & Associates Page 14HydroCAD® 10.20-8a s/n 02386 © 2025 HydroCAD Software Solutions LLC Time span=1.00-72.00 hrs, dt=0.01 hrs, 7101 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Sim-Route method - Pond routing by Sim-Route method Runoff Area=367,056 sf 0.03% Impervious Runoff Depth=0.02"Subcatchment E1: EX-SITE Flow Length=1,084' Tc=54.1 min CN=32 Runoff=0.03 cfs 0.015 af Runoff Area=108,985 sf 32.78% Impervious Runoff Depth=2.39"Subcatchment E2: EX-BOATS Flow Length=1,322' Tc=46.4 min CN=75 Runoff=2.71 cfs 0.499 af Runoff Area=28,832 sf 78.49% Impervious Runoff Depth=3.30"Subcatchment S1: CB1 Tc=5.0 min CN=85 Runoff=2.80 cfs 0.182 af Runoff Area=23,133 sf 31.25% Impervious Runoff Depth=2.31"Subcatchment S2: CB2 Tc=5.0 min CN=74 Runoff=1.62 cfs 0.102 af Runoff Area=88,637 sf 65.86% Impervious Runoff Depth=3.21"Subcatchment S3: CB1-FD Tc=5.0 min CN=84 Runoff=8.39 cfs 0.544 af Runoff Area=43,834 sf 30.64% Impervious Runoff Depth=3.11"Subcatchment S4: CB2-BOATS Flow Length=472' Tc=6.8 min CN=83 Runoff=3.74 cfs 0.261 af Runoff Area=98,546 sf 51.47% Impervious Runoff Depth=2.14"Subcatchment S5: SWALE Flow Length=602' Tc=12.9 min CN=72 Runoff=4.51 cfs 0.404 af Runoff Area=123,607 sf 49.33% Impervious Runoff Depth=1.91"Subcatchment S6: BASIN1 Tc=5.0 min CN=69 Runoff=7.08 cfs 0.451 af Runoff Area=9,000 sf 100.00% Impervious Runoff Depth>4.69"Subcatchment S7: ROOF1 Tc=5.0 min CN=98 Runoff=1.08 cfs 0.081 af Runoff Area=9,000 sf 100.00% Impervious Runoff Depth>4.69"Subcatchment S8: ROOF2 Tc=5.0 min CN=98 Runoff=1.08 cfs 0.081 af Runoff Area=56,733 sf 6.67% Impervious Runoff Depth=0.15"Subcatchment S9: BYPASS Tc=5.0 min CN=38 Runoff=0.02 cfs 0.017 af Peak Elev=56.08' Storage=39,897 cf Inflow=28.47 cfs 2.103 afPond BAS1: BASIN Discarded=0.25 cfs 1.100 af Primary=2.19 cfs 1.029 af Outflow=2.44 cfs 2.129 af Peak Elev=60.44' Inflow=12.27 cfs 0.807 afPond CB1: CB1 24.0" Round Culvert n=0.012 L=147.0' S=0.0082 '/' Outflow=12.27 cfs 0.807 af Peak Elev=59.55' Inflow=17.58 cfs 1.170 afPond CB2: CB2 24.0" Round Culvert n=0.012 L=171.0' S=0.0246 '/' Outflow=17.58 cfs 1.170 af Peak Elev=44.99' Inflow=2.19 cfs 1.029 afPond DMH1: DMH1 15.0" Round Culvert n=0.012 L=16.0' S=0.0100 '/' Outflow=2.19 cfs 1.029 af Inflow=2.21 cfs 1.046 afPond DP1: DP1 Primary=2.21 cfs 1.046 af NOAA10 24-hr D 10-year Rainfall=4.93"2023-014 Cusson Automotive Swales - 29 Mascolo Printed 5/13/2026Prepared by JR Russo & Associates Page 15HydroCAD® 10.20-8a s/n 02386 © 2025 HydroCAD Software Solutions LLC Inflow=2.71 cfs 0.514 afPond EDP1: EX-DP1 Primary=2.71 cfs 0.514 af Peak Elev=0.00' Storage=0 cfPond FB1: EAST FB Discarded=0.00 cfs 0.000 af Peak Elev=0.00' Storage=0 cfPond FB2: NORTH FB Discarded=0.00 cfs 0.000 af Peak Elev=57.83' Storage=398 cf Inflow=4.98 cfs 0.485 afPond SW1: SWALE Discarded=0.01 cfs 0.003 af Primary=4.92 cfs 0.482 af Outflow=4.93 cfs 0.485 af Total Runoff Area = 21.978 ac Runoff Volume = 2.636 af Average Runoff Depth = 1.44" 71.69% Pervious = 15.757 ac 28.31% Impervious = 6.221 ac NOAA10 24-hr D 25-year Rainfall=6.06"2023-014 Cusson Automotive Swales - 29 Mascolo Printed 5/13/2026Prepared by JR Russo & Associates Page 16HydroCAD® 10.20-8a s/n 02386 © 2025 HydroCAD Software Solutions LLC Time span=1.00-72.00 hrs, dt=0.01 hrs, 7101 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Sim-Route method - Pond routing by Sim-Route method Runoff Area=367,056 sf 0.03% Impervious Runoff Depth=0.14"Subcatchment E1: EX-SITE Flow Length=1,084' Tc=54.1 min CN=32 Runoff=0.13 cfs 0.100 af Runoff Area=108,985 sf 32.78% Impervious Runoff Depth=3.33"Subcatchment E2: EX-BOATS Flow Length=1,322' Tc=46.4 min CN=75 Runoff=3.80 cfs 0.695 af Runoff Area=28,832 sf 78.49% Impervious Runoff Depth=4.36"Subcatchment S1: CB1 Tc=5.0 min CN=85 Runoff=3.64 cfs 0.240 af Runoff Area=23,133 sf 31.25% Impervious Runoff Depth=3.24"Subcatchment S2: CB2 Tc=5.0 min CN=74 Runoff=2.25 cfs 0.143 af Runoff Area=88,637 sf 65.86% Impervious Runoff Depth=4.25"Subcatchment S3: CB1-FD Tc=5.0 min CN=84 Runoff=10.98 cfs 0.721 af Runoff Area=43,834 sf 30.64% Impervious Runoff Depth=4.15"Subcatchment S4: CB2-BOATS Flow Length=472' Tc=6.8 min CN=83 Runoff=4.92 cfs 0.348 af Runoff Area=98,546 sf 51.47% Impervious Runoff Depth=3.04"Subcatchment S5: SWALE Flow Length=602' Tc=12.9 min CN=72 Runoff=6.45 cfs 0.574 af Runoff Area=123,607 sf 49.33% Impervious Runoff Depth=2.76"Subcatchment S6: BASIN1 Tc=5.0 min CN=69 Runoff=10.31 cfs 0.653 af Runoff Area=9,000 sf 100.00% Impervious Runoff Depth>5.82"Subcatchment S7: ROOF1 Tc=5.0 min CN=98 Runoff=1.33 cfs 0.100 af Runoff Area=9,000 sf 100.00% Impervious Runoff Depth>5.82"Subcatchment S8: ROOF2 Tc=5.0 min CN=98 Runoff=1.33 cfs 0.100 af Runoff Area=56,733 sf 6.67% Impervious Runoff Depth=0.41"Subcatchment S9: BYPASS Tc=5.0 min CN=38 Runoff=0.11 cfs 0.044 af Peak Elev=56.75' Storage=54,843 cf Inflow=38.62 cfs 2.875 afPond BAS1: BASIN Discarded=0.27 cfs 1.122 af Primary=3.40 cfs 1.773 af Outflow=3.67 cfs 2.895 af Peak Elev=61.66' Inflow=15.95 cfs 1.062 afPond CB1: CB1 24.0" Round Culvert n=0.012 L=147.0' S=0.0082 '/' Outflow=15.95 cfs 1.062 af Peak Elev=60.53' Inflow=23.07 cfs 1.553 afPond CB2: CB2 24.0" Round Culvert n=0.012 L=171.0' S=0.0246 '/' Outflow=23.07 cfs 1.553 af Peak Elev=45.26' Inflow=3.40 cfs 1.773 afPond DMH1: DMH1 15.0" Round Culvert n=0.012 L=16.0' S=0.0100 '/' Outflow=3.40 cfs 1.773 af Inflow=3.47 cfs 1.817 afPond DP1: DP1 Primary=3.47 cfs 1.817 af NOAA10 24-hr D 25-year Rainfall=6.06"2023-014 Cusson Automotive Swales - 29 Mascolo Printed 5/13/2026Prepared by JR Russo & Associates Page 17HydroCAD® 10.20-8a s/n 02386 © 2025 HydroCAD Software Solutions LLC Inflow=3.80 cfs 0.795 afPond EDP1: EX-DP1 Primary=3.80 cfs 0.795 af Peak Elev=0.00' Storage=0 cfPond FB1: EAST FB Discarded=0.00 cfs 0.000 af Peak Elev=0.00' Storage=0 cfPond FB2: NORTH FB Discarded=0.00 cfs 0.000 af Peak Elev=58.04' Storage=594 cf Inflow=7.03 cfs 0.674 afPond SW1: SWALE Discarded=0.01 cfs 0.004 af Primary=6.91 cfs 0.670 af Outflow=6.93 cfs 0.674 af Total Runoff Area = 21.978 ac Runoff Volume = 3.718 af Average Runoff Depth = 2.03" 71.69% Pervious = 15.757 ac 28.31% Impervious = 6.221 ac NOAA10 24-hr D 100-year Rainfall=7.82"2023-014 Cusson Automotive Swales - 29 Mascol Printed 5/13/2026Prepared by JR Russo & Associates Page 18HydroCAD® 10.20-8a s/n 02386 © 2025 HydroCAD Software Solutions LLC Time span=1.00-72.00 hrs, dt=0.01 hrs, 7101 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Sim-Route method - Pond routing by Sim-Route method Runoff Area=367,056 sf 0.03% Impervious Runoff Depth=0.51"Subcatchment E1: EX-SITE Flow Length=1,084' Tc=54.1 min CN=32 Runoff=0.53 cfs 0.361 af Runoff Area=108,985 sf 32.78% Impervious Runoff Depth=4.88"Subcatchment E2: EX-BOATS Flow Length=1,322' Tc=46.4 min CN=75 Runoff=5.55 cfs 1.017 af Runoff Area=28,832 sf 78.49% Impervious Runoff Depth=6.04"Subcatchment S1: CB1 Tc=5.0 min CN=85 Runoff=4.95 cfs 0.333 af Runoff Area=23,133 sf 31.25% Impervious Runoff Depth=4.77"Subcatchment S2: CB2 Tc=5.0 min CN=74 Runoff=3.28 cfs 0.211 af Runoff Area=88,637 sf 65.86% Impervious Runoff Depth=5.92"Subcatchment S3: CB1-FD Tc=5.0 min CN=84 Runoff=15.00 cfs 1.004 af Runoff Area=43,834 sf 30.64% Impervious Runoff Depth=5.81"Subcatchment S4: CB2-BOATS Flow Length=472' Tc=6.8 min CN=83 Runoff=6.77 cfs 0.487 af Runoff Area=98,546 sf 51.47% Impervious Runoff Depth=4.54"Subcatchment S5: SWALE Flow Length=602' Tc=12.9 min CN=72 Runoff=9.61 cfs 0.855 af Runoff Area=123,607 sf 49.33% Impervious Runoff Depth=4.20"Subcatchment S6: BASIN1 Tc=5.0 min CN=69 Runoff=15.61 cfs 0.992 af Runoff Area=9,000 sf 100.00% Impervious Runoff Depth>7.57"Subcatchment S7: ROOF1 Tc=5.0 min CN=98 Runoff=1.72 cfs 0.130 af Runoff Area=9,000 sf 100.00% Impervious Runoff Depth>7.57"Subcatchment S8: ROOF2 Tc=5.0 min CN=98 Runoff=1.72 cfs 0.130 af Runoff Area=56,733 sf 6.67% Impervious Runoff Depth=0.99"Subcatchment S9: BYPASS Tc=5.0 min CN=38 Runoff=1.13 cfs 0.108 af Peak Elev=57.88' Storage=82,424 cf Inflow=54.74 cfs 4.138 afPond BAS1: BASIN Discarded=0.30 cfs 1.157 af Primary=4.80 cfs 2.993 af Outflow=5.09 cfs 4.151 af Peak Elev=64.67' Inflow=21.66 cfs 1.468 afPond CB1: CB1 24.0" Round Culvert n=0.012 L=147.0' S=0.0082 '/' Outflow=21.66 cfs 1.468 af Peak Elev=62.58' Inflow=31.65 cfs 2.165 afPond CB2: CB2 24.0" Round Culvert n=0.012 L=171.0' S=0.0246 '/' Outflow=31.65 cfs 2.165 af Peak Elev=45.57' Inflow=4.80 cfs 2.993 afPond DMH1: DMH1 15.0" Round Culvert n=0.012 L=16.0' S=0.0100 '/' Outflow=4.80 cfs 2.993 af Inflow=4.98 cfs 3.101 afPond DP1: DP1 Primary=4.98 cfs 3.101 af NOAA10 24-hr D 100-year Rainfall=7.82"2023-014 Cusson Automotive Swales - 29 Mascol Printed 5/13/2026Prepared by JR Russo & Associates Page 19HydroCAD® 10.20-8a s/n 02386 © 2025 HydroCAD Software Solutions LLC Inflow=5.77 cfs 1.378 afPond EDP1: EX-DP1 Primary=5.77 cfs 1.378 af Peak Elev=0.00' Storage=0 cfPond FB1: EAST FB Discarded=0.00 cfs 0.000 af Peak Elev=0.00' Storage=0 cfPond FB2: NORTH FB Discarded=0.00 cfs 0.000 af Peak Elev=58.36' Storage=1,018 cf Inflow=10.37 cfs 0.986 afPond SW1: SWALE Discarded=0.02 cfs 0.006 af Primary=9.78 cfs 0.980 af Outflow=9.79 cfs 0.986 af Total Runoff Area = 21.978 ac Runoff Volume = 5.630 af Average Runoff Depth = 3.07" 71.69% Pervious = 15.757 ac 28.31% Impervious = 6.221 ac Appendix 5: MISCELLANEOUS CALCULATIONS Appendix 6: OUTLET PROTECTION SIZING TABLES 11.13-2 Storm Drainage Systems ConnDOT Drainage Manual May 2002 11.13.3 Design Criteria The design of riprap outlet protection applies to the immediate area or reach downstream of the pipe outlet and does not apply to continuous rock linings of channels or streams. For pipe outlets at the top of exit slopes or on slopes greater than 10%, the designer should assure that suitable safeguards are provided beyond the limits of the localized outlet protection to counter the highly erosive velocities caused by the reconcentration of flow beyond the initial riprap apron. Outlet protection shall be designed according to the following criteria: • Riprap outlet protection shall be used at all outlets not flowing over exposed rock or into deep watercourses and ponds. • In situations not covered by the above noted criteria and where the exit velocity is < 4.27 mps (14 fps), a riprap apron shall also be used. For Type A and B riprap aprons, the type of riprap specified is dependent on the outlet velocity (see Section 11.13.6) and can be determined from Table 11.5. For Type C aprons, the type of riprap specified is determined by the procedures in HEC-15 and HEC-11 depending on the design discharge. See Chapter 7, Channels. • The type of riprap apron and dimensions are determined by the guidelines outlined in Sections 11.13.2 and 11.13.5, respectively. • When the outlet velocity is > 4.27 mps (14 fps), the designer should first investigate methods to reduce the outlet velocity. This may be accomplished by any one or combination of the following: increasing the pipe roughness, increasing the pipe size and/or decreasing the culvert slope. When this is not possible or economical, a number of outlet protection or energy dissipation design options are available. These are presented in detail in HEC-14. In most instances, however, a preformed scour hole design should be used, as it generally can provide the necessary degree of protection at an economical cost. The design of a preformed scour hole is presented in Section 11.13.6. The design criteria of this section should be applicable to most outlet situations. However, recognizing that design and site conditions can vary significantly depending on the project or location on a particular project, it is the responsibility of the designer to ensure that the criteria is suitable to the site or to provide an alternate design which will adequately protect the outlet area from scour and erosion. These situations should be documented in the drainage design report. Table 11.11 Allowable Outlet Velocities for Type A and B Riprap Aprons Outlet Velocity - mps (fps) Riprap Specification 0-2.44 (0-8) Modified 2.44-3.05 (8-10) Intermediate 3.05-4.27 (10-14) Standard 11.13.4 Tailwater Depth The depth of tailwater immediately at the pipe outlet is required for the design of outlet protection and must be determined for the design flow rate. Manning’s equation may be used to determine tailwater depth. See Sections 8.3.5 and 8.3.6 for additional information on how to determine the tailwater depth. Storm Drainage Systems 11.13-3 May 2002 ConnDOT Drainage Manual 11.13.5 Apron Dimensions Length The length of an apron (La) is determined using the following empirical relationships (Equations 11.9 and 11.10) that were developed for the U.S. Environmental Protection Agency (1976) and modified by ConnDOT for use in Connecticut. Tables 11-12 and 11-13 show the various lengths of Type A, B and C riprap aprons based on discharge and pipe size. The tables also show the minimum and maximum lengths of aprons to be computed using Equations 11.31 and 11.32. When the table indicates that the required apron length would exceed the maximum shown, a preformed scour hole should be used in lieu of the riprap apron. As previously stated, the design of a preformed scour hole is presented in Section 11.13.6. Type A Riprap Apron (Minimum Tailwater Condition) TW < 0.5 Rp 05.3)142.0(26.3 5.1 +−= P a S QL ( 10)5(80.1 5.1 +−= P a S QL ) (11.31) Type B Apron (Maximum Tailwater Condition) TW > 0.5 Rp 05.3)142.0(44.5 5.1 +−= P a S QL ( 10)5(0.3 5.1 +−= P a S QL ) (11.32) Type C Riprap Apron - The length of a Type C Riprap Apron shall be determined using the formula for a Type B Riprap Apron. La = length of apron, m (ft) Sp = inside diameter for circular sections or maximum inside pipe span for non-circular sections, m (ft) Q = pipe (design) discharge, cms (cfs) TW = tailwater depth, m (ft) Rp = maximum inside pipe rise, m (ft) Note: Sp = Rp = inside diameter for circular sections Width For Type A or B Riprap Aprons, when there is no well defined channel downstream of the apron, the width of the apron at the pipe outlet, W1, should be at least three times the maximum inside pipe span and the width, W2 of the outlet end of the apron, as shown in Figure 11-13, should be as follows: Type A Riprap Apron (Minimum Tailwater Condition) W1 =3Sp (min.) W2 = 3Sp + 0.7La for TW < 0.5 Rp (11.33) Storm Drainage Systems 11.13-7 May 2002 ConnDOT Drainage Manual OUTLET PROTECTION - OUTLET VELOCITY < 14 feet/sec OUTLET PIPE DIAMETER OR SPAN (in) DISCHARGE 12 15 18 24 30 36 42 48 54 60 (cfs) 0-5 10 10 USE 61211 7 13 12 8 14 13 12 MINIMUM 9 14 13 10 15 13 11 16 14 LENGTH 12 14 14 16 14 16 17 15 14 OUTLINED 18 18 16 15 20 17 15 14 22 USE 18 16 15 24 17 15 14 26 17 16 15 28 18 16 15 30 19 17 16 35 20 18 17 16 40 PREFORMED 20 18 17 16 45 21 19 18 16 50 22 20 18 17 55 21 19 18 60 22 20 19 65 24 21 20 70 SCOUR 25 22 20 75 26 23 21 80 24 22 90 26 24 100 28 25 110 27 125 HOLE 29 130 30 Table 11-12.1 - Length - La (feet) Type A Riprap Apron Notes: 1. Bold face outlined boxes indicate minimum La to be used for a given pipe diameter or span. 2. Rounding and interpolating are acceptable. Storm Drainage Systems 11.13-17 May 2002 ConnDOT Drainage Manual Figure 11-13 Type A and B Riprap Apron (to be used where there is no defined channel downstream of the outlet) a “!WaxLiTe‘gm§§é3§ PROJECT NAME:CAT.#I NOTES FIXTURE SCHEDUL':E um.W£Wur- ’Product Description pumA The product M Series family. provides A singuVar a full housing Outdoor thrives Lighting as either portfolio an Area. m one Flood versatile or ‘Wall fixture depending on the optics and mounting selected.Besides being CCT and Wattage seiectable,it also offers changeable lenses enabiing the customer to choose from 7 different distribution patternsBLACK8<WHITE FINISH OPTIONS The optics offer improved back light and perlmeter control as well as uniformity.These lenses are also rotatable allowmg for customized orientation for your lighting application.lt also includes a c-Max control port opening up the entire ciMax portfolio from Basic to more sophisticated Network controls systems.Tool less entry into the driver compartment makes maintenance easy.All of this comes With 200 -300W 'IOO -150W superior surge protection and a 10 year warranty.M Series offers design continuity and performance at a budget price point.STRAIGHT ARMFLEXIBLEARM Features -Full Outdoor portfolio offering design continuity with Area.Flood -Extensive wattage/lumen range and Wall applications —15W to 300 Watts and 1,800-40,000+Iumens -Wattage Selectable &CCT Selectable between 3000/4000/5000K -Superior photometrics with better backlight control and uniformity-7 changeable lenses fully rotatable at 9O degrees -6 different mounting options for wall,pole,ground or slipfitter applications 'Tool less driver compartment access -Integrated networked lighting control.c-Max Bluetooth Lighting Control»Integral sensor receptacle'IOO -150W CHANGEABLE/—Occupancy sensorKNUCKLESLIPFITTERROTATABLELENSES—Photocell—High-end trim—Energy monitoring -120-277V standard with 277-480V factory installed option -Robust surge protection -6W +iokA standard.20kA option 'ANSI 3G vibration rated -TAA available -contact Maxlite Installation -6 field changeable mountings available —Straight Arm,Flexible Arm Knuckle Slipfitter,Trunnion,Variable (adjustable)Wall and Fixed wall -Mounting arms fit both square and round poles 100 -150W 22 -75W Construction TRUNNION FIXED WALL ~Die cast aluminum housing With corrosion resistant polyester powdercoatfinish ‘UV stabilized polycarbonate lens Application -Area a 6 optics: Type 3 Medium.Type 4 Narrow.Type 4 Wide,Type 5 Square.Types 3 &5 Low Glare -Flood -3 optics: Narrow 4x4.Concentrated Wide 6x6,and Soft Wide 6x7 'Wall -4 optics: Type 3 Medium and iaeeanetiw22-75W VARIABLE TOOL—LESS DRIVER (ADJUSTABLE)WALL COMPARTMENT JUN 22 2025 ,Phonen-soo-sss-ssze Fax:s7s-2u-7333 Rev:04/13/2026 ©2026 Speclflcations sublect to Change without notice. >6¢ maxLiTe'(mmm§max $¢§ W Ordering St‘rl‘lcture FAMILY WA‘I'I’AGE VOLTAGE DISTRI BUTION M=M 22:22W'U=120-CN=Narrow Flood W SELECT CC‘I'COL°R BLANK:Dedicated C5=3/4/5K B=Dark MOUNTING' 2=Bokh Flexihle Arm and CONTROLS NEMA SURGE PROTECTIONEMERGENCY DLC Chart Primary Use Designation:Architectural Flood and Spot Luminaires LOW OUTPUT:22-30W E’E c-Mnx lrmallalion Video: HIGH OUTPUT:75—150W VERY HIGH OUTPUT:200-300W Phone:I-HOO-SSS-5629 Fax:973-244-7333 Web:www.maxll!u.:om E-mall:lnlm’imaxlllaxom ©2026 SpecificaTions Eubiect to Change wlthaul notice. Se’ies 3o:30/22/15w 277V cm:Type 3 Low Glaye wattage Selectable Bronze SHpfiner 42:42W‘H=277*cm:Type 3 Meduum480V'55:55/42/30W e A Narrow w:Wattage Seledable L=Black W=white A=Straight Arm F=F1exible Arm 7s=75/55/42w ’AVmb’e c4w Type 4 Wide75W»Contact K=Knuckie Slipfiner T:Trunnion100100/75/55W CW:Type 5 Law Glare/ -vv (Lawer Flood Wide 6x6 MaxLite foradmnbna/m-n'shes V=Variable (adlustame)WaH Mount 150:50/95/100“,wattage:C55:Type 5 Square/W=Fixed Wali MoumFioadWide6x7200=ZOOW‘ 300:300/250/2OOW See Accessories far/ens part numhers i/fie/i1'Dedicated Wattage changing me lens. SET AT 4K X=Upper haif knuckle.4‘ SO cord” ‘X maunang is stands/d al/other:are Iaczory insraHed.Am}:m bornsquareandroundpo/es"Order lower half mountingseparately.(see Accessary Chair) MODEL R DLC PRODUCT ID M75[U H]CSS WCS[ALL OPTIONS]S-2Z7JTW M75[U.H]CN-WCS[ALL OPTIONS]S-KRTJSK M75[U.H]CW-WCS[ALL OPTIONS]S-CGSPZO MIOO[U,H]CSS-WCS[ALL OPTIONS]S-KWY417 MIOO[U.H]CN-WCS[ALL OPTIONS]5-650060 M100[U,H]CW-WCS[ALL OPTIONS]S-XGTOBO MI25[U,H]CSS.CS[ALL OPTIONS]S—8LEK46 M125[U,H]CN-CS[ALL OPTIONS]S-ZNVRIH M125[U,H]CW-CS[ALL OPTIONS]S-YV4Q6V M150[U,H]CSS—WCS[ALL OPTIONS]S-KZSOWH M150[U.H]CN~WCS[ALL OPTIONS]S-F2P9NN M150[U,H]CW-WCS[ALL OPTIONS]S FVCX MODEL #DLC PRODUCT ID M22UCW-CS[ALL OPTIONS]SWC77W6 M22UCN-CS[ALL OPTJONS]S-PBS8N2 M22UC5S-CSIALL OPTIONS]S-EVWBY7 M30UC5S-WCS [ALL OPTIONS]S-XTLBTE M3OUCW-WCS[ALL OPTIONS]S—YTVK49 MID OUTPUT:30-55W MODEL #DLC PRODUCT ID M3OUCNrWCS[ALL OPTIONS]S'ZZEV3B M42UCW-CS[ALL OPTIONS]S-1SCB43 M42UCN-CS[ALL OPTIONS]S-Z3OGT3 M42UC5S-CS[ALL OPTIONS]S-QQPTSO M55UCSS-WCSIALL OPTIONS]S-W3YSW8 M55UCN-WCS[ALL OPTIONS]S-JRN70M M55UCW-WCS[ALL OPTIONS]S-PNYFJC MODEL I!DLC PRODUCT ID M200[U.H]CSS-CS[ALL OPTIONS]S-J4HP9L M200[U,H]CN-CS[ALL OPTIONS]S~255TXZ M200[U,H]CW~CS[ALL OPTIONS]S-LZKZEY M300[U,H]CSS-WCS[ALL OPTIONS]S-YYFREZ M300[U,H]CN-WCS[ALL OPTIONS]S-OHDVBW M300[U.H]CW-WCS[ALL OPTIONS]S-VH4GM9 gmax @mamasmuunwuwWaxLiTe' Specifications:100-300W Nominal Wattage (W) CCT M300 200/250/300 M300 250 M200 200 M150 100/125/150 Selectable between 3000K.4000K or 5000K M100 M125 55/75/100 125 Dlmmlng Power Factor Input Vnltage Surge Protection Lumen Malmenance (L70)hrs Housing &Mounting Lens Mounting EPA (sq ft) 0°(Horizontal)/90°(Vertical) Operating Temperature Welght Llstlngs Envlronment Warranty Phone:1-800-555~5629 Web:www.maxllta.=om E-rnall:inin§maxilte.¢om PLM§750 REV:04/13/1026 ©2026 Specificaxbns sublecK to Change WiKhaut notlce. 0-10V and High-end trim (with c-Max Controls) z 9o 120-277V,277-480V Standard:6kV +120-277V 10kA/277-480V 20kA;Option for 120-277V 20kA >100,000 hours Die Cast Aluminum with corrosion resistant powder coat finish impact resistant,UV stabilized Polycarbonate Standard is X (upper knuckle with 6'SO cord attached)Choice to field install arm.slipfitter or trunnion (see accessories)or factory install.see order matrix -Straight Arm(A),Flexible Arm (F),2 3/8"OD Slipfitter (K)Trunnion (T),Fixed Wall (W)or Variable Wall (V)Arms will fit both square and round poles.Wail mounts and Batten!backup factory installed. ‘ Sllpfitter:Horizontal 0.50/Vertical 2.83 Arm:Horizontal 0.59/30”1,50 Trunnlon:Horizontal 0.42/Vertical 2.84 Slipfitter:Horizontal 0.37/Vertical 1.92 Arm:Horizontal 0,47/30“1.04 Trunnlon:Horizontal 0.31/Vertical 1.93 -40°F to 122°F (-40°C to 50°C) 131751b5/6.25kg 17.5Ibs/9kg DLC Premium.UL.FCC,3G ANSI vibration (Arms,Slipfitter and Trunnion) iP65,Wet Location,1K08 10 Years.Check ''for details. CRI z 70 (80 availabie as a speciai order)” Lumens Type 3G 16,020 -16,940 18.070-21.060 21330-23200 31380-33080 35.320-41,500 41,650-45.710 BUG Rating BE-UO-G1 B3-U0-G1 B3-U0-G2 ""B4-UO-GZ B4-UO-G2 B4-UO-G2 Lumens Type 3M 15,320 46,210 17.290-20,150 20,400-22,190 '7 30,020-31.64O 33.780—39.750 39,840 -43.720 BUG Rating B3-U0-62 B3-UO-G3 E3-UO-63 B4—UO-G4 B4-U0-G4 B4-U0~G5 Lumens TVpe 4N 15,170 -16,050 :17,120—19,950 20200-21370 29,720-31,320 33320-41500 39,440 -43,290 BUG Raung B2-UO-G2 B2-UO-G3 B3—UO-G4 B3-U0-G4 BZ—UO-G4 B3-UO-G5 Lumens Type 4W 14.420 -15,260 16,270-18,97O 19,200-20.890 28.260—29.780 31,800-3Z500 37,500 -41,160 BUG Rating B3-U0-G3 B3-UO-G4 B3-UO-G5 B3—UO-GS B4—UO-GE B4-UO-G5 Lumens Type 55 15,830 -16,750 11860-20820 21.080-22,930 31020-32690 34,910-40,99O 41.160 -45,180 BUG Ratlng B4»UO-G2 B4-UO-GZ B4-UO-G2 Bs-UO-G3 Bs-UO—G3 BS-UO-G4 Flood Beam Spread 7x7 (116°x138°) Lumens Type N 16,710 -17,680 18,850-21,97O 22250-24210 32740-34500 36,840-43,500 43.450 -47,690 Flood Beam Spread 4x4 (29°x29°) Lumens Type W (56)15,990 -16,920 1B,050-21,030 21,290»23,170 31330—33020 35,260v41,500 41,580 -45,840 BUG Raring B4-UO-G1 B4-UO-G]B4-UO-G1 B5’UO-G2 BS-U-G2 BS-UO-GZ Flcod Beam Spread 6x7 (97°x113") Efflcacy 146-189 130 -176 130 -176 145-187 131-180 127 maxLiTe'amaam‘ PROJECT NAME:CAT,#: FIXTURE SCHEDULE : Product Description: WallMax Cutoff Wall Pack5 are a full cutoff architecturalwallmountedfixtureidealforcommercialoffices schoolsandotherpublicadministrativebuildings.it offers a wide’/range of options including CCT and wattage selectability,integral photocell and c-Max controls ready port. Features: -CCT selectable between 3000K,4000K or 5000K-Wattage Selectable versions -Sealed housing -control nodes are mounted internally 4 x l/2"conduit holes,one on each side for surface conduit applications without impacting the fixture sealing or aestheticsBLACK&WHITE FINISH OPTIONS ‘ Controls Options: -Integral photocell with on/off switch included standard-Controls Ready for field installable C-Max controls Construction: -Die Cast Aluminum housing with UV stabilized and WPc=WallMax 59:59W'U=120-277V ELAN ype IV -CS:3/4/5K E=Dark Selectable‘BronzeCutoff L=Black:'w=wrme10:10/15/20W U=120-277V WCS=3/4/5K BLANK:None23:15/20/2sw Selectable (See accessory chart E2=Battery4o:20/30/4ow 3‘wa‘mge CW5”[or cont/oi cna/ces)Backup CCR:Photocell (On/Off)BLANK:None BLANK=NoneSwitch&Controls =at ery =urgeReady(Standard)Backup Frotector-20°C TA:1AA Compliant Max/ire for -2o"cadditional finishes.BLANK:None -Dedicated Wattage oniy DLC Listings SET To 100 WATTS ISET To 4K i MODEL NUMBER ORDER CODE DLC ID #MODEL NUMBER ORDER CODE DLC ID #MODEL NUMBER ORDER CODE DLC ID N WPCISU‘H-CsBPCCR 108415 PIGOLIES WPCZEU-WCSEFCCR 112553 S-4363L6 WPC7DU-WCSEPCCR 111570 S-WMHQX7 WFC‘IEU-CSBFCCR 112555 S-GSTDVZ WPC4DU-WCSEPCCR 112569 S-HG5OP7 WPCB4U-CSEFCCR 113199 S-XLRL2C wpczou-wcsepccn 111557 s-uszLs wvcseu-csavcca “says s-raoiw wpcwou-wcsapcca 112571 s-Na4xio Phone I-BOD 555-5625 Fax 573-244-7333 Web www maxille com E-mall lnfo®maxllte com PLM#B39 T Rev 03/05/2025 ©2026 Speclfmations subject to change without notice Selectable 100 84/90/100 U—120 277VW P 40—IOOW MODELS CCT SWITCH PHOTOCELL Listings: Ordering Structure ‘UL listed for Wet Locations,Outdoor -IP65 FAMILV WA1'rAGE VOLTAGE msmiaUTIoN -ctr FINIsH cormwLs orrioNs EM ONIONS wpc:WallMax 1s:15W' cmoif 7o:70W- U=120-277v Y4:Type Iv -cs=3/4/5K Selectabie‘B:Dark Pccn=Photocell (On/off) WCS:3/4/5K Selectable Bronze Switch Si Controls aLANK:None E0:Bane”,&Wattage Selectable L=Black Ready (Standard)Backup 7o:70w H:277-4Bov W=White CS=3/4/5K Selectable 0°C EZ=Battery BackuD-2o°c 'Dedicated wattage an/y FAMILY WA'nAGE VOLnaE msTRIauTION -cc‘r [MaxLiTe'waggg aIIMax Fun Cutoff Wan pack Accessories MODEL §ORDER DEsCRIPTION IMAGECODE CN-RTMST'105564 C-MAX RECTANGULAR MOTION SENSOR/PC,REQUIRES REMOTE CONTROL TO PROGRAM CN»REMOTE 105567 C-MAX REMOTE CONTROL,AT LEAST ONE REQUIRED PER PROJECT TO PROGRAM MOTION SENSOR CEA-RDB 107785 C'MAX EXTERNAL ADAPTER ROUND,BRONZE CEA-RDW 106903 C-MAX EXTERNAL ADAPTER ROUND.WHITE NN-RDB 105897 C-MAX NETWORK CONTROL NODE ROUND.BRONZE O NN-RDW 106391 C~MAX NETWORK CONTROL NODE ROUND,WHITE NNrRDMPB 108255 NETWORK NODE ROUND,PIR MOTION SENSOR.PHOTOCELL,BRONZE NN-RDMPW 109924 NETWORK NODE ROUND,PIR MOTION SENSORPHOTOCELL.WHITE ‘L. EMZ-REMOTE-MT 111294 FIELD INSTALLABLE REMOTE MOUNT -20°C BATTERV BACKUP (FOR UNIVERSAL (120—277V)PRODUCTS ONLY) 'Recommend using hxtum PC ins‘ead of PC luncunn in c-Max, Specifications WFCIS WPCZO'WPCIB‘WPC‘O'WPC70‘WPCIDD' Namlnnl Wanagl (W)15W 1D/16/20W 15/20/23W 20/30/40W 50/59/70W Bd/QO/‘OOW Ompul (Im)2,140-2,34O 1010-3240 40004200 5,960-5,360 9.640-10,990 13,080—14,500 Emency (lm/W) CRI 280 L70 Llhmno (hn)>100.000 133-149 139-157 137-150 145-163 142-157 130-145 CCT SeIeC‘able be‘ween moo/4000/5000K 120-277V Volun \20-277V 120>277V 120-277v 120-277V 120-277v (277-480v available. ad/QOIIODW) PM!F-ctcv 20.9 Olmmlng O-IOV and hlgh-end mm (with c-Max CanVOIS) sume Frannlun EkV Control; IZOV 0!277V Only,EDD-900 Iumens "c minimum In 10'XIO'grid a‘‘0-11'moun‘ing heighi,O'C 16W.-10"C 14W. Banery aackup _V owing Er}mode me produm win opevme a1 5000K omy‘ Opeuilng Tempelatuve -40°F (a 122”F (-40”C m 50”C) Conlncnnon cULusl DLC Premium,FCC and RoHS Compllam Conthudlcn Dle Casi AIUminum hausmg with covmsion resiskant palyesler paint and UV stablllzed impact resistant polycavbonake Iens Envlvnnmem Outdoor WEI Locakion and IP65 1o Vear wavramy.Check W for details. -Wanage seleciahle vevsions,bald indicates delavlt semng.See Lumen chart beiow iur lumen;ai nihu settings. C-Max Compallbie Siandard (CR),Integial photocell with an/off SWRCh Win-my Phone:I‘E00-555-5629 FaX:973-244-7333 Web:www.maxlite.corn E-mall:InfoCL‘maxllle‘com PLM#535.7 Rev:02/05/2026 ©2026 Specifications Subjeck to change wiihou!nokice. W $ ‘ WalIMax Full Cutoff Lumen chart wm-rAGE-aoooK 4oanK/soonK WAT-mea-aouux max/50m wmAeE-aoooK aoouK/soaox IOW (20W)1,390 1.570 30W (40W)4,380 4,890 54W (100W)10,920 12,180 15W (zaw)2,050 2,250 SOW (70W)7,100 7,350 90W (100W)11,700 13,050 15W (20W)2,220 2,510 59W (70W)8,370 9,260 ‘Number In parenthesis is highest (defauit)setting for wattage seiectahle versions, maxLiTe'gmg§g$g “£39”C Egg @m Dimensions 15-28W MODELS 2470mm. (92")7. 40-1OOW MODELS Phone:I-E00-555-5629 Fax:973-244-7333 Web:www.maxlile.com E-mall:lnfafs‘maxlitesom PLM“Bl9-T REV:02/05/2026 ©2026 Specifications subled k0 change wkhoul nokice. ..a9, =_ \ 147.5mm (5.80") 273 mm (10,74") 241‘6 mm 9.51"5.3mm(0.22") ‘64amm. (643"). FNv £5. EEhm F‘a:aa 32,' EEu)‘3 y 365mm(1 4.37”) 5.5mm(0.21 4266mm. (m97. f‘l P g‘3' EEV¢ ,, [H % gi EE,$ @_ Ji i: I= ® 1‘J . L; 173.6mm (6.83") PLANNING DEPARMENT IN-HOUSE REFERRAL FORM DATE: 6-22-26 TO: Michael Maniscalco, Walter Summers, Molly Keays, Tory Sidoti, Marco Mucciacciaro, Trishanna Branford, Kevin Cooney, Tony Manfre, Autum Herzog, Dave Turkington, Andrea Cofrancesco, Vincent Stetson, David Gesualdi, Marc Melanson, Jacob Plona, Mary Huda, Jessica Petro FROM: Michele Lipe, AICP, Director of Planning The Planning & Engineering Departments have received plans for the following projects: Appl 26-18P, Cusson Automotive Site Plan Location: 753 John Fitch Boulevard and 49 Mascolo Road Site Plan Subdivision No. Acres 9.4 Zone I Industrial Commercial Residential No. Lots/Units Water: Public Private Well Sewerage: Public Septic System New automotive repair facility - 13,000 sf phase1; 5,000 sf phase 2 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 753 John Fitch Boulevard with access through 49 Mascolo Road and from Route 5 Please comment by 7-8-26 and return to the Planning Department. TGWN GE SQUTH WINDS@R BUELDLN@ DE?$RTMENT 1540 Sullivan Ave. South Windsor,CT 06074 Tel.(860)644-2511 Ext 2230 June 24,2026 PZC Application 26-18P Cusson Automotive 753 John Fitch Blvd. Site Plan Approval 18,000 Square Foot Bldg. The application has been reviewed under the 2022 CT State Building Codes. After reviewing this application,I have n0 issues with it. 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 PLANNING BEFAHIMENI June 29,2026 Timothy Coon J.R.Russo &Associates PO Box 938 East Windsor.CT 06088 Dear Mr.Coon, Re:Appl.26—18P,Cusson Automotive Entexprises,LLC —request for a site plan approval for a 13,000 sffacility (phase 1)and 5,000 sf(phase 2)for automotive repairs,on property located at 753 John Fitch Boulevard with access through 49 Mascolo Road and from Route S,I zone. Please be advised that the Public Meeting of the Planning &Zoning Commission for the above referenced matter has been scheduled for Tuesday,July l4,2026. This meeting will be held in the Council Chambers of the South Windsor Town Hall.Someone must be present to represent the application. One sign advertising the meeting must be posted on the property for ten (10)consecutive days prior to the hearing and must be clearly visible from a town street.The sign must be posted on John Fitch Boulevard frontage by Saturday,July 4,2026, Signs can be picked up at the Planning office of the South Windsor Town Hall,1540 Sullivan Avenue.Please call (860)644-251 l ext.2329 ifyou have any questions,Monday 8:00 a.m.- 7:00 p.m..Tuesday —Thursday 8:00 a.m.—4:30 p.m.and Friday 8:00 am.—1:00 p.m. Sincerely, \\\x Jd hua Stem Aydministrative Secretary/Land Use Coordinator 1541]Sullivan Avenue.Snuth Windsnr.CT 05074 i Tel (HEB)5114-2511 Ext 232B i Planning@SouthWlndsur-ET.gav JO H N F I T C H B O U L E V A R D JO H N F I T C H B O U L E V A R D MASC O L O R O A D Sources: Esri, TomTom, Garmin, FAO, NOAA, USGS, (c) OpenStreetMap contributors, and the GIS User Community Cusson Automotive Site Plan - 753 John Fitch Boulevard Appl. 26-18P Prepared 7/7/2026 by the South Windsor Planning Department The information on this map is from a computer database accessed using a Geographic Information System (GIS). This is not a survey product. The data provided on this map are provided for informational and planning purposes only. The Town makes no claims or guarantees about the accuracy or currency of the contents of this map and expressly disclaims liability for errors and omissions in its contents. Unauthorized attempts to modify any information shown on this map or utilize this map for other than its intended purposes are prohibited. Each user of this map is responsible for determining its suitability for his or her intended use or purpose. In no event will the Town of South Windsor be liable for any damages, including loss of data, lost profits, business interruption, loss of business information or other pecuniary loss that might arise from the use of this map or the information it contains. Legend: Property Lines Property Lines selection 0 50 10025 Feet NORTH Appl 26-18P, Cusson Automotive Site Plan 7-14-26 1. Request for a site plan approval for a 13,000-sf facility (phase 1) and 5,000 sf (phase 2) for automotive repairs, on property located at 753 John Fitch Boulevard, I zone. This site plan was previously approved by this Commission in 2023. Since that time, minor changes have been made, and it is now back in front of you for a new approval. 2. Site size is 9.22 ac. The site will be accessed through an easement along the eastern edge of 49 Mascolo Road (Progressive Sheet Metal site) and the plan now includes access from Route 5 through a 30’ easement that exists along the Route 5 Motor Cars site and the A & S Boats property. There is an also new driveway be added from the existing site on Mascolo Road into the new parking area (on the land being deeded by McDonalds.) 3. Impervious coverage of 28.5% is proposed for the full build; 65% is allowed. It appears that all other zoning requirements have been met. We have no prescribed parking requirements for automotive repair uses (although there is for the office portion of the operation), so the applicant provided parking based number of employees (10 employees; 5 visitor spaces). The plan calls for 15 spaces: with an additional 14 spaces for overflow for the existing site and the new site. 4. The applicant has not made any provision for EV chargers - the regulations do require 7% of spaces be made ready; and 3% wired for future use. This requirement is triggered with 16 new spaces. 5. The landscape plan provides interior parking lot plantings. A 50-foot buffer is required along residential zone boundaries to the west of this property. The applicant proposes to keep the existing trees within the 50 feet buffer area. The closest residential properties are along Main Street, approx. 2,500 feet from this site. 6. Outdoor lighting is shown on the buildings and the parking area. The applicant is proposing 9 lights around the perimeter of the parking area and 6 wall paks on the buildings. 7. The Architecture and Design Review Committee reviewed the original design for this application on May 4, 2023. The Committee was satisfied with the proposal as presented. Minor architectural changes have been made with this updated proposal. 8. It should be noted outdoor storage is permitted provided that it is screened from the public ways. The activity on this site is set back 300 feet from John Fitch boulevard. The only activity currently proposed includes the removal of an old shed and the installation of utilities. Additional landscaping could be added to screen any activities or storage that may be on site, if necessary. 9. There are regulated wetlands on the site. The applicant was approved by the IWA/CC on June 21, 2023, with the following conditions: Bonds shall be collected in the amount of $10,000 to ensure proper placement and maintenance of erosion and sediment controls; $25,0000 for installation of stormwater structures. 10. Public water is and public sewer are both available to the site. Most of the utilities will come from Route 5. Electricity will come in from Mascolo Road. 11. WPCA approval is required. If this site plan is approved, the Planning Dept. requests that a new deed be filed at the time of the site plan filing. WP2 SL4 WP2 WP2 WP2 WP2 WP2 WP2 WP2 WP2 WP2 WP2WP2 SL4 S: \ A c a d \ 2 0 2 3 C i v i l 3 D \ 2 0 2 3 - 0 1 4 C u s s o n A u t o m o t i v e - 2 9 M a s c o l o R d \ R u s s o D r a w i n g s \ 2 0 2 3 - 0 1 4 . d w g , 1 : 1 S: \ A c a d \ 2 0 2 3 C i v i l 3 D \ 2 0 2 3 - 0 1 4 C u s s o n A u t o m o t i v e - 2 9 M a s c o l o R d \ R u s s o D r a w i n g s \ 2 0 2 3 - 0 1 4 . d w g , 1 : 1 Memo To:Planning &Zoning Commission From:Michele Lipe,AICP Director of Planning Date:7/23/2026 Re:Appl 26-1 8P,Cusson Automotive Site Plan On Monday July 20,2026 a staff site visit was held on site to review the proposedaccessdriveatthepropertylocationandRoute5.Staff present included:Sgt David Geusaidi,Traffic Unit Police Services,Tory Sidoti Town Engineer,Michele Lipe, Director of Planning and Jessica Petro,Assistant Director of Planning.The owner Don Cusson and Jay Ussery from JR Russo &Associates,were also in attendance. Sgt Geusaldi indicated he was not familiar with any recent accidents at this location — but would have to research its history to confirm.We agreed that the site line looking north was good in the area;however,concern was expressed for turning left off the site.Sgt Gesualdi did support the area of posting a sign on the access with “right turn only”and reafhrmed that it would be subject to DOT review and approval as Route 5 is a state road. The consensus of the group was that signage should be added along the access drive.The signage should include a stop sign,with stop bar as well as signage directing all traffic to exit the site to the south.Because of the width of the STATE ROW,the signage would be on state land.The applicant’s representative,Jay Ussery,indicated they would contact the state for feedback. ln your packet is a summary memo from the applicant’s engineer and map of the proposed signage. o Page1 South WindsorPlanningDepartment ‘E 860644—2511 ext.253 Fax 8606447280 MEMO Dear Planning and Zoning Commission, After meeting at the access road at 753 John Fitch Boulevard on July 20‘“,2026 with Cusson Automotive,JR.Russo &Associates,Sergeant Gesuaidi (Local Traffic Authority Ofhcer),and the Planning Department (Michele Lipe and Jessica Petro);it was determined that pavementmarkings,a stop sign,and a “one way right out only”sign (CTDOT ID 31-1172)will be required for this location.The District 1 traffic engineer,Michael Blume P.E.,PTOE,and transportation service agent,Kevin Martin,from CTDOT,agreed with this design and J.Rt Russo &Associates will have to receive District 1 approval by submitting two hard copies to CTDOT.The Town believes this way—finding signage,and the addition of a stop bar and stop sign will be sufficient for traffic control and prevent any left-hand turns moving across John Fitch Boulevard. lfyou have any questions,please feel free to contact me. Thank you, Engineering Department Town Hall,1540 Sullivan Avenue.South Windsor,CT 06074 lTel (860)6442511 Ext 2245 i Fax (860)8444280 Please note that messages to and from the Town of South Windsor may be subject to public release in accordance with applicable laws. DATE:July 27,2026 FROM:Tory D.Sidoti,P.E.,Town Engineer TO:Planning and Zoning Commission Appl #26-18P,Cusson Automotive Enterprises,LLC —AccessSUBJECT:Road Vehicular Movements PLANNINE DEPARTMENT CERTIFIED MAIL #7022 2410 0000 6508 4531 July 30,2026 Timothy Coon J.R.Russo &Associates PO Box 938 East Windsor,CT 06088 Dear Mr.Coon: Re:Appl.26-18P,Cusson Automotive Enterprises,LLC Site Plan We are pleased to advise you that the Planning &Zoning Commission voted on July 28,2026 to approve with modifications the above referenced application for a Site Plan of Development. This approval is for a 13.000 sf facility (phase 1)and 5,000 sf (phase 2)for automotive repairs, on property located at 753 John Fitch Boulevard with access through 49 Mascolo Road and from Route 5.I zone.as shown on plans prepared by J.R.Russo &Associates.Job No.2023—014, dated June ll.2026 as revised July 21,2026.This approval is subject to the following modifications: l.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 tiled in the Town Clerk‘s office. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission,including bonds in the amount of$10.000 to ensure compliance with the erosion and sediment control measures and $25.000 to ensure establishment of storm water svstem. 4.A landscape bond in the amount of $3,000 is required and must be submitted prior to the issuance ofa certificate ofoccupancy ifwork is not completed. LII All bonds must be in one ofthe forms described in the enclosed Bond Policv. 6.An as-built plan is required prior to issuance ofa Certificate ofOccupancy per Section 9.1 .3 ofthe Zoning Regulations. 7.All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 8.This approval does not constitute approval of the sanitary sewer.which can only be grantedbytheWaterPollutionControlAuthority. 9.No building permits will be issued until the Office of State Traffic Administration certificate has been issued (per CGS §14-3l l). 10.The building street number must be included on the final plan.l 1.Pavement markings must be maintained in good condition throughout the site drives and parking areas. 12.All free—standing signs and/or building signs require the issuance ofa sign pemtit before they are erected. 13.New deeds reflecting the lot revision shall be filed on the land records. 14.EV zoning requirement shall be addressed in the plans and spaces identified. DJ 154D Sullivan Avenue,South Windsar,CT DED74 i Tel (BED)644-2511 Ext 2323 i Planning@SnuthWindsur—CT.gnv 15.Signage directing traffic to the south must be shown on the plans.including a raised divider, stop sign.and stop bar,all subject to DOT approval. Black and white transparent mylars of Sheet #4 with the above modifications.together with three print copies and one electronic copy ofthe entire set ofplans with live signatures and raised seals (including architectural elevations and landscaping plans).must be submitted to this Commission to be stamped and signed.The letters of approval of this Commission as well as the Inland Wetlands Agency/Conservation Commission and the Water Pollution Control Authority must be reproduced on the mylars. After the mylars have been signed by the Commission,they will be retumed to you for filing in the Office ofthe Town Clerk.After filing these plans.a copy ofthe receipt must be submitted to the Planning Department. Sincerely, Paul Bemstein.Chairman Planning and Zoning Commission PB/js Enclosure:Bonding Policy cc:Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal 753 John Fitch Boulevard South Windsor, CT Map 46 Lot 33 Site Locus Site Plan Cusson Automotive, Inc. S: \ A c a d \ 2 0 2 3 C i v i l 3 D \ 2 0 2 3 - 0 1 4 C u s s o n A u t o m o t i v e - 2 9 M a s c o l o R d \ R u s s o D r a w i n g s \ 2 0 2 3 - 0 1 4 . d w g , 1 : 1 GC Zone A-40 Zone I Zone I Zone GC Zone GC Zone GC Zone I Zone GC Zone A-40 Zone GC Zone I Zone Subject Property 753 John Fitch Boulevard I Zone Area = 9.42 Ac. I Zone S: \ A c a d \ 2 0 2 3 C i v i l 3 D \ 2 0 2 3 - 0 1 4 C u s s o n A u t o m o t i v e - 2 9 M a s c o l o R d \ R u s s o D r a w i n g s \ 2 0 2 3 - 0 1 4 . d w g , 1 : 1 S: \ A c a d \ 2 0 2 3 C i v i l 3 D \ 2 0 2 3 - 0 1 4 C u s s o n A u t o m o t i v e - 2 9 M a s c o l o R d \ R u s s o D r a w i n g s \ 2 0 2 3 - 0 1 4 . d w g , 1 : 1 S: \ A c a d \ 2 0 2 3 C i v i l 3 D \ 2 0 2 3 - 0 1 4 C u s s o n A u t o m o t i v e - 2 9 M a s c o l o R d \ R u s s o D r a w i n g s \ 2 0 2 3 - 0 1 4 . d w g , 1 : 1 S: \ A c a d \ 2 0 2 3 C i v i l 3 D \ 2 0 2 3 - 0 1 4 C u s s o n A u t o m o t i v e - 2 9 M a s c o l o R d \ R u s s o D r a w i n g s \ 2 0 2 3 - 0 1 4 . d w g , 1 : 1 WP2 SL4 WP2 WP2 WP2 WP2 WP2 WP2 WP2 WP2 WP2 WP2WP2 SL4 Luminaire Schedule Symbol Qty Label Arrangement Luminaire Lumens Luminaire Watts LLF Mounting Height Description 2 SL4 Single 15261 93.78 0.903 17.5 M100 [U, H] C4W-WCS 100W 4000K 12 WP2 Single 13612 94.74 0.903 18 WPC100UT4-WCSBPCCR 4000K S: \ A c a d \ 2 0 2 3 C i v i l 3 D \ 2 0 2 3 - 0 1 4 C u s s o n A u t o m o t i v e - 2 9 M a s c o l o R d \ R u s s o D r a w i n g s \ 2 0 2 3 - 0 1 4 . d w g , 1 : 1 SPECIFICATIONS Time Of Year Site Preparation Seed Selection Seedbed Preparation Seed Application Mulching MAINTENANCE (PS) SPECIFICATIONS Materials Types of Mulches 1. Hay: 2. Straw: 3. Cellulose Fiber: Tackifiers Emulsified asphalts are specifically prohibited for use as tackifiers due to their potential for causing water pollution following its application. Nettings Site Preparation Application Timing: Mulch For Seed Spreading: Anchoring: MAINTENANCE (MS) SPECIFICATIONS Site Preparation Seedbed Preparation Seeding Mulching MAINTENANCE (TS) GEOTEXTILE SILT FENCE (GSF) ANTI-TRACKING PAD DETAIL (CE) CB INLET PROTECTION (SILT SACK) PERIMETER SEDIMENT BARRIER SPECIFICATIONS Mechanical Sweeping Water Non-Asphaltic Soil Tackifier MAINTENANCE (DC) S: \ A c a d \ 2 0 2 3 C i v i l 3 D \ 2 0 2 3 - 0 1 4 C u s s o n A u t o m o t i v e - 2 9 M a s c o l o R d \ R u s s o D r a w i n g s \ 2 0 2 3 - 0 1 4 . d w g , 1 : 1 BITUMINOUS CONCRETE LIP CURBING GRAVEL SURFACE DETAIL PAVEMENT DETAIL POLE MOUNTED EXTERIOR LIGHT TYPICAL SIDEWALK DETAIL CAPE-COD STYLE CURB INTEGRAL SIDEWALK & CURB DETAIL TREE PLANTING SHRUB PLANTING HANDICAP SIGN SIDEWALK RAMP (TYPE 8) CONC. DUMPSTER PAD DETAIL PLAN SECTION A-A S: \ A c a d \ 2 0 2 3 C i v i l 3 D \ 2 0 2 3 - 0 1 4 C u s s o n A u t o m o t i v e - 2 9 M a s c o l o R d \ R u s s o D r a w i n g s \ 2 0 2 3 - 0 1 4 . d w g , 1 : 1 OUTLET STRUCTURE TYPE "C" CATCH BASIN HDPE STORM DRAIN DETAIL TYPE A RIPRAP APRON (OP) STONE TRENCH IN INFILTRATION BASIN STONE FILTER BERM REMOVABLE 6" ACCESS PORT NYROPLAST ENVIROHOOD DETAIL VEGETATED SWALE DETAIL S: \ A c a d \ 2 0 2 3 C i v i l 3 D \ 2 0 2 3 - 0 1 4 C u s s o n A u t o m o t i v e - 2 9 M a s c o l o R d \ R u s s o D r a w i n g s \ 2 0 2 3 - 0 1 4 . d w g , 1 : 1 TRENCH SECTION TYPICAL SANITARY SEWER INSIDE DROP DETAIL FORCE MAIN TO MANHOLE CONNECTION SANITARY GRINDER PUMP STATION CORE & BOOT CONNECTION S: \ A c a d \ 2 0 2 3 C i v i l 3 D \ 2 0 2 3 - 0 1 4 C u s s o n A u t o m o t i v e - 2 9 M a s c o l o R d \ R u s s o D r a w i n g s \ 2 0 2 3 - 0 1 4 . d w g , 1 : 1 DETAIL "A" DETAIL "B" S: \ A c a d \ 2 0 2 3 C i v i l 3 D \ 2 0 2 3 - 0 1 4 C u s s o n A u t o m o t i v e - 2 9 M a s c o l o R d \ R u s s o D r a w i n g s \ 2 0 2 3 - 0 1 4 . d w g , 1 : 1