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HomeMy WebLinkAbout20-02P Kilkenney Heights Page 1 of 9 April 16, 2020 Michele R. Lipe, AICP Director of Planning Town of South Windsor 1540 Sullivan Avenue South Windsor, CT 06074 Re: Mannarino Builders – Special Exception/Subdivision Application Kilkenney Heights II – Open Space Subdivision 248 Maskel Road & R024 Abbe Road Dear Michele, In response to staff comments regarding the above referenced application, enclosed for your review are revised plans and drainage report dated 3/23/20. The plan revisions are in response to your memo dated 2/24/20 and Jeff Doolittle’s memo dated 2/28/20. The following is a summary of how each comment was addressed: Town Planner Memo 2/24/20 1. An open space improvement plan shall be submitted showing details for the access area off of the new road and the areas to be cleared. (See Section C.1.f.2). Staff recommend that the existing trail in the proposed open space trail should be extended all the way to the northern property boundary to tie into the trail system that currently exists. Notations for a 10’ wide mowable walking path with clearing 12’ wide and 10’ high were added to the Grading Plan (sheet 6) and Planting Plan (sheet 11). Project Narrative Note #16 on sheet 12 was also amended to reference the walking path. A 12’ wide x 10’ deep paved apron is provided as a curb cut for the access. The path will extend from the apron to the existing gravel access road within the Eversource easement on the open space parcel. The existing gravel access road extends north and south the entire length of the parcel and provides connectivity to the contiguous town open space. 2. The open space access is shown to be 20’ wide. In accordance with Section C 1.c (3) b, public access is required to be 50’ wide. However, under section “C.1.g Exceptions to the Standards”, the applicant can request minor deviation from open space standards. Re: Mannarino Builders – Special Exception/Subdivision Application Kilkenney Heights II – Open Space Subdivision 248 Maskel Road & R024 Abbe Road Page 2 of 9 The applicant is requesting a reduction of the 50’ width to 20’ because 50’ is not required for pedestrian access and the contiguous open space to the south already has a 50’ access point. 3. Monuments are required at all property corners of the open space. See Section C 1.c (3) regarding merging of properties when abutting up to existing pen space land. Monuments have been added at all property corners on the Resubdivision Plan (sheet 4). The Applicant consents to a condition of approval requiring the Applicant to provide the town with a deed merging the parcels prior to acceptance of the public improvements. 4. C.2 Landscaping Standard (C.2.g.(1)) requires that the landscape plan be prepared by a landscape architect. Tree line of trees to be clearly marked in the field. The Planting Plan (sheet 11) is now stamped by a Landscape Architect. In our discussions with staff, the Landscape Architect is proposing a combination of large canopy trees and smaller flowering trees and columnar maples in keeping with the scale of the project. The applicant consents to a condition requiring street tree planting locations to be staked for inspection prior to installation. 5. Deeds will have to be prepared for the town to convey the cul de sac wings back to the property owners. The Applicant consents to a condition requiring the Applicant to prepare deeds conveying cul-de-sac wings from the Town back to the property owners prior to acceptance of the roadway improvements. Police Department Comments 1. Improvements will have to be made along Abbe Road to meet the 85th percentile speeds. The Sight Line Plan (sheet 10) depicts grading within the eastern shoulder of Abbe Road to provide 417 feet of sight line to the north. There is ample sight line to the south. The 85th percentile speed is 40 mph. There are two AASHTO standards for sight distance, stopping sight distance and intersection sight distance. Stopping sight distance is the distance needed for vehicles traveling at a particular speed (in this case 40 mph) to stop for an obstruction in the road. The minimum stopping sight distance for vehicles at 40 mph is 305 feet. This is the minimum distance required to avoid collisions and thus is a required safety standard. The proposed intersection provides ample stopping sight distance sufficient for speeds close to 50 mph. Re: Mannarino Builders – Special Exception/Subdivision Application Kilkenney Heights II – Open Space Subdivision 248 Maskel Road & R024 Abbe Road Page 3 of 9 The intersection sight distance is the distance needed for vehicles to pull out of an intersection without forcing passing traffic to break to avoid a collision. This is a convenience and efficiency standard, not a safety standard. The minimum intersection sight distance for vehicles at 40 mph is 445 feet. The current proposal provides 417 feet, sufficient for a 37.8 mph design speed. To meeting this standard the design speed could be reduced or the vertical alignment of Abbe Road could be adjusted to further increase the sight line. The applicant is proposing traffic calming measures in Abbe Road to reduce speeds. These measure are depicted on the Sight Line Plan (sheet 10) and include 1) solid white shoulder striping to give the appearance of a narrower road and 2) permanent speed detection signs to alert drivers who are driving too fast. After installing these measures, if the 85th percentile speed is not reduced below 37.8 mph, the applicant will prepare a vertical realignment plan for Abbe Road to meet the current design speed. These plans will be subject to approval by town staff. The applicant submits to a condition of approval to this effect. Town Engineer Memo 2/28/20 1. There needs to be a 25 foot wide clear area on top of and around the proposed detention basin, and the 10- foot gravel access road needs to extend along the top around both sides and to the inlet and outlet structures. Both these need to be on Parcel A. In discussions with the Town Engineer, we agreed to provide a 20-foot wide clear area on the east side of the basin and a 10-15 foot wide area on the west side. The basin was narrowed and made slightly less deep to provide within parcel A, a level 20’ area on the east side and a 10’ area on the west side with an additional 10’ of existing and supplemented buffer plantings. The plantings have been changed from spruce to cedar to avoid encroachment into the access area. The gravel/turf access road now extends on both sides of the basin to the inlet forebay and in front along Maskel Road around the outlet structure. These changes are reflected on the Grading, Utility and Planting Plans (sheets 6, 7 and 11). 2. Grading is not clear on the northern side of the proposed road and appears to extend into the tree line. Clarify grading here and clear trees, branches and brush back about 10 feet north of the proposed edge of curb. The tree line shown on the north side of Maskel Road extension is approximately 12’ from the edge of curb. The tree line is defined by the points of the scalloped arcs, not the crest. The crests depict a canopy overhang though not necessarily to scale. Notations have been added to the Grading and Planting Plans (sheet 6 and 11) requiring the clearing limits to be Re: Mannarino Builders – Special Exception/Subdivision Application Kilkenney Heights II – Open Space Subdivision 248 Maskel Road & R024 Abbe Road Page 4 of 9 marked for town inspection prior to start of work. Additional clearing and trimming of branches may be required by town staff at time of inspection. 3. Put a radius on the northeast corner of the road where it bends, instead of a sharp angle where debris will get stuck and it will be difficult to clean. A 20’ radius was added to the outside corner of the roadway bend. 4. Realign the proposed driveway for the open space to point east toward the open space. The open space curb cut and apron have been realigned with the new radius to point toward the open space entrance in a northeast direction, radial to the curve. 5. Move CB5 up hill a little, out of the sharp corner and run the pipe between this and CB6 on the south side of the road. CB5 has been relocated as requested and the outlet pipe now connects to CB7 on the south side of the road as requested. The water main was consequently relocated to the north side of the street. These changes are depicted on the Utility Plan (sheet 7) and the revised Drainage Report. 6. Also move DMH2 to the south and run the pipe from here to CB10 on the south side of the road. DMH2 was moved to the south edge of the road and the outlet pipe now continues down the south side of Maskel Road extension as requested. This change is depicted on the Utility Plan (sheet 7). 7. Show a grading plan for the intersection of Abbe Road and Maskel Road. An Intersection Grading Plan (sheet 6A) was added to the plan set to clarify how the standard road cross section of Maskel Road will transition to meet Abbe Road. The grade of the sidewalk ramp and landing are also depicted. 8. Clean up the drainage by the intersection of Abbe Road to eliminate 1 or 2 CB and have the CB on the curb line. DMH3 should be eliminated or relocated to the curb as a CB. In discussions with the Town Engineer, we agreed the CB’s and DMH3 need to remain as proposed to prevent gutter runoff from crossing the entrance of the street. DMH3 is located over the existing 15” ACCMP and cannot be moved. Re: Mannarino Builders – Special Exception/Subdivision Application Kilkenney Heights II – Open Space Subdivision 248 Maskel Road & R024 Abbe Road Page 5 of 9 9. The existing 15” ACCMP and RCP from the proposed Maskel Road to the outlet on the west side of Abbe Road need to be inspected to determine their condition and replaced or repaired as needed. In discussions with the Town Engineer, the Applicant will consent to a condition of approval requiring the Applicant to provide a video inspection of the existing drainage system in Abbe Road and work with the town to mutually resolve any deficiencies in the existing system. It should be noted that the Drainage Report demonstrates that the development will not increase peak flow rates to the Abbe Road drainage system and any deficiencies are an existing condition which is not made any worse by the development, and should be addressed by the town in a similar manner whether or not this project moves forward. 10. The YD on lots 7,8,9,10,11 and 12 should be moved uphill slightly to the lots they mainly serve or be located on the property lines to serve multiple lots. This would eliminate the need for drainage easements and better drain these lots. Additional YD are needed in the back of lots 7,8,9,10 and 11 to catch surface runoff and adequately address and collect lot to lot surface water drainage. Show rights to drain between and over lots. The YD’s have been relocated to the property line. Easements on lots 8 & 9 have been eliminated. Easements on lots 10-12 remain because they are connected by pipes outside the town right-of-way. Spot grades were added between lots 7-12 to clarify that runoff will not cross lot to lot but will be directed to the YD’s in the front. Therefore, rights to drain are not required. These changes are depicted on the Grading and Utility Plans (sheets 6 and 7). 11. Provide spot grades for each driveway at the street, back of sidewalk and in front of the garages. Spot grades were added to the Grading Plan (sheet 6) at the back of each walk. The grade at each garage door is noted inside the building footprint (e.g., Lot 1, G=314.0). The street grade, per standard cross section is 0.86’ below the back of walk. The walk and garage grades demonstrate that all driveways meet maximum slope requirements. Lot 6 was modified to move the house closer to the road. The driveway for lot 6 is now 10%. All other driveways are less than 5%. 12. Provide information from any soils borings or test pits that were dug on this property. No soils borings or test pits have been dug for the site. A soils report was submitted with the Wetland application and the Web Soil Survey is included in the Drainage Report. The Applicant is familiar with the on-site soils having constructed Kilkenny Heights phase I. 13. Why is there so much fill under the proposed road? Re: Mannarino Builders – Special Exception/Subdivision Application Kilkenney Heights II – Open Space Subdivision 248 Maskel Road & R024 Abbe Road Page 6 of 9 The north/south portion of Maskel Road extension is 12-24” above the existing grade to provide a balanced site and walkout basement on the west side. Cut material from the east side will be used for fill around the front and side of the houses on the west side. The east/west portion of Maskel Road extension is about 36” above the existing grade. This is to maintain cover over the drainage pipes in the road so they can discharge to the stormwater basin. 14. The vertical curves and short tangent piece between stations 17+59 and 21+67 do not meet Town standards. I suggest this section of road be graded at a constant slope between these two stations and eliminate the curves and hump shown here. The hump is needed to capture as much of the runoff as possible from the roadway to direct it to the stormwater basin. The vertical curves were increased to provide a compound vertical curve with no tangent section. Therefore, the minimum tangent length no longer applies. These changes are depicted on the Profile (sheet 9) and the Grading Plan, Utility Plan and Drainage Report were updated accordingly. The angle point at station 21+50 has an algebraic difference less than 3% and therefore does not require a vertical curve. An optional small curve is provided for a smoother transition. 15. I would think the water main should be brought down [to] Abbe Road to complete a loop. The configuration of the water main will be determined by CT Water Company prior to installation. The final road as-built will reflect the final utility requirements. 16. Show a plan to regrade Abbe Road and shoulder area to meet required sight line for 85% speed measured on Abbe Road. As noted in response to similar Police Comments, traffic calming is proposed to reduce the design speed of Abbe Road. Shoulder grading is depicted on the Sight Line Plan (sheet 10). If the traffic calming measures do not reduce the design speed, a vertical realignment plan for Abbe Road will be prepared in a manner acceptable to town staff. 17. Street light type, number and locations will have to be determined based on discussions with Planning, Police and Eversource electric. The Applicant consents to a condition of approval that final street light design will be coordinated with the town and utility company prior to installation. Re: Mannarino Builders – Special Exception/Subdivision Application Kilkenney Heights II – Open Space Subdivision 248 Maskel Road & R024 Abbe Road Page 7 of 9 18. The Drainage Report does not appear to address the capacity and condition of the existing system on Abbe Road where the new storm drainage will be connected, or the new drainage downstream of the detention basin. Show a complete drainage analysis of theses areas downstream of the detention basin and along Abbe Road to at least the outfall. The review of the stormwater report is still in progress and we may have additional drainage comments. The proposed drainage system downstream from the stormwater basin was analyzed on the previous Drainage Report (CB9 & 10 and DMH2 & 3 in the HydroCAD report). However, the Pipe Sizing Chart stopped at the pond because the Rational Method used does not account for reduced flow rates from detention time. To provide a complete pipe run analysis in the chart, I added the additional pipe runs from CB8 (pond outlet) to CB10 and assumed a Tc leaving CB8 which produces a similar peak flow rate to the SCS methodology in the HydroCAD analysis. The revised Pipe Sizing Chart supports the previous HydroCAD report demonstrating adequate pipe capacity for the 10-year design storm for all proposed pipes. The Applicant consents to a condition of approval requiring the Applicant to provide an analysis of the existing drainage system in Abbe Road prior to start of construction. As previously noted, the Drainage Report demonstrates that the proposed development will not increase peak flow rates to the town’s drainage system in Abbe Road. If the analysis indicates a deficiency of capacity, the town’s decision to improve the drainage system should be the same whether or not this project moves forward. 19. Underdrains should be shown in the new road, based on the soils report. Underdrains are not required for the majority of the roadway since the pavement section will be above or within 24” of existing grade, which is unlikely to intercept the water table. A 180’ section of underdrain is proposed along the north side of Maskel Road to CB9 where the road is in a cut. A detail was added to the standard town road section on sheet 13. A notation on the detail allows the Town Engineer to direct underdrain installation in other areas deemed appropriate during construction. 20. Manholes and catch basins in the roadway need to be set at binder grade until final paving is scheduled. Catch basin tops should then be reset. Manhole rings would be allowed for adjustment (1 ring maximum). In discussion with the Town Engineer, a Binder Pavement Around Catch Basin detail was added to sheet 14. Rather than lowering the structures, the detail calls for a monolythic binder course paved to the finished grade around the structure. This monolythic shim will be milled away prior to paving the top course. Re: Mannarino Builders – Special Exception/Subdivision Application Kilkenney Heights II – Open Space Subdivision 248 Maskel Road & R024 Abbe Road Page 8 of 9 The manhole details on sheet 14 were also revised to note that manholes shall be set initially at binder grade and that grade rings shall be used to bring the frame up to finished grade prior to paving of the top course. 21. Make sure all foundation drain inverts are shown and labeled. All foundation drains now include a flowline (invert) elevation at the connecting structure or daylight location. Daylighting drains also note a rodent screen is required. These notations are found on the Utility Plan (sheet 7). The invert at the foundation is typically 12” below the basement elevation. 22. Make sure new street trees are at least 10’ from storm water drain pipes and structures, edges of driveways and other house utility services. The revised Planting Plan (sheet 11) attempts to maintain 10’ separation where feasible. Smaller ornamental trees are also proposed in tighter areas. The applicant consents to a condition of approval allowing town staff to direct final location of plantings prior to start of planting work. Utility locations will be marked in the field for comparative reference. 23. Label the stop signs and street name signs and include at least 2 speed limit signs. Stop signs, street name signs and speed limit signs have been added and labeled on the Overall Site Plan (sheet 5). Stop signs are provided at the bend in the road and at the Abbe Road intersection. Two speed limit signs are proposed. A street sign is proposed at the NE corner of Abbe Road and Maskel Road. 24. Signs should be included on Abbe Road to alert motorists of a new intersection. An intersection caution sign location has been added and labeled on the Overall Site Plan (sheet 5). 25. All details need to conform to the Town of South Windsor standard details as applicable. The Applicant consents to a condition of approval that all details shall conform to the Town of South Windsor standard details. We trust these changes have satisfactorily address all staff comments but if you have any questions or require additional information, please email or call. Sincerely, Re: Mannarino Builders – Special Exception/Subdivision Application Kilkenney Heights II – Open Space Subdivision 248 Maskel Road & R024 Abbe Road Page 9 of 9 Dana Steele, P.E. J.R. Russo & Associates, LLC DRAINAGE REPORT KILKENNEY HEIGHTS II 13-Lot Open Space Subdivision Maskel Road & Abbe Road South Windsor, Connecticut December 20, 2019 Revised March 23, 2020 Prepare For: Mannarino Builders, Inc. 400 Chapel Road, unit 3-F South Windsor, Ct. 06074 Prepared By: Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT Contents Project Summary ....................................................................................................................................... - 3 - Property .................................................................................................................................................... - 3 - Soil Evaluation ........................................................................................................................................... - 3 - Hydraulic & Hydrologic Calculations ......................................................................................................... - 3 - Conclusion ................................................................................................................................................. - 6 - Appendix ................................................................................................................................................... - 7 - · A - Pre-Development Drainage Area Map, 1”= 100’ (11”x17” sheet) · B - Post-Development Drainage Area Map, 1”= 100’ (11”x17” sheet) · C - NOAA Rainfall Data, Web Soil Survey & Soil Descriptions · D - HydroCAD Pre & Post Analysis · E – Pipe Sizing Chart Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT Project Summary Mannarino Builders, Inc. proposes to construct a 13-Lot open space subdivision on Maskel Road and Abbe Road in South Windsor, Connecticut. 12.29 acres will be preserved as open space. Another 0.8 acres will be preserved by conservation easement. The development includes the extension of Maskel Road to Abbe Road and the construction of a stormwater collection, treatment and detention system including a stormwater pocket pond. This report analyzes the performance of this stormwater system and demonstrates compliance with the Town’s public improvement specifications for stormwater design. Property The subject parcel includes two lots totally 21.58 acres north of the Maskel Road cul-de-sac and east of Abbe Road. The subject parcel has frontage on both Maskel Road and Abbe Road. The property contains an intermittent watercourse in the northeast corner identified as Dry Brook. The parcel also contains an isolated wetland (8,866 s.f.) along the western boundary. A 175’ wide utility pole easement runs north and south along the east side of Maskel Road. The parcel slopes from east to west to the isolated wetland and then into a drainage ditch along the northern boundary where it discharges to the town drainage system in Abbe Road. Soil Evaluation The Web Soil Survey identifies the on-site soils as primarily Wapping Very Find Sandy Loam, which is classified as HSG C soil. The soils survey and descriptions are attached to the Appendix C of this report. Hydraulic & Hydrologic Calculations A stormwater pocket pond is proposed to provide treatment and detention of stormwater. The performance of the basin was analyzed using the SCS Unit Hydrograph Method and HydroCAD 10.00 software. The attached report details the results of this analysis. Rainfall depth for the 100, 25, 10 and 2-year design storms were taken from online NOAA Rainfall Data (Appendix C). Hydrographs for these storms were generated using a Type III, 24-hour rainfall and routed through the prosed basin. Runoff curve numbers were initially selected for pre-development and post-development conditions assuming HSG C soils. These curve numbers produced higher peak flow rates than expected for pre-development conditions. Using typical C soil CN values for woods (70) Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT produces a 10-year predevelopment peak flow of 9.23 cfs. The runoff from the site collects in a 15” ACCMP pipe on Abbe Road which does not have capacity for this flow. The Town Engineer was not aware of any reports of flooding at Abbe Road so it is unlikely this rate is reflective of actual conditions. Another indication that the typical C soil CN values are too high for this site is that a Rational Method analysis also produces lower peak rates. In accordance with the Town’s guidelines we prepared a Rational Method analysis of the roadway pipe network for initial pipe sizing purposes. This analysis produced a 10-year peak discharge to the stormwater basin of 9.6 cfs. Using the typical C soil CN values produces a peak flow of 11.43 cfs to the basin, an inconsistent result. To calibrate the hydrologic model, we selected CN values between the typical B and C soils as follows: Table 1 – CN Value Comparison Description B-Soils C-Soils Calibrated Soils Woods 55 70 61 Lawn 61 74 66 Wetlands (D soil) 77 Impervious 98 98 98 Using the calibrated CN values, the peak flows for predevelopment conditions were reduced from 9.23 cfs to 5.75 cfs which is more consistent with the observed conditions downstream. It also imposes a stricter limitation on discharge from the development. Using the calibrated CN values and an equivalent Tc produced a peak flow of 9.6 which matches the Rational Method analysis. This indicates the selected CN values are appropriate. Time of concentration for the existing conditions was calculated using sheet flow, shallow concentrated flow and open channel flow for the most remove travel path within each watershed. Since time of concentration is greatly influenced by sheet flow, we conservatively assumed a much longer sheet flow for existing conditions than for proposed conditions. Time of concentration for the smaller watersheds to each drainage structure were assumed to be 5 minutes for mostly paved areas and 10 minutes for mostly lawn areas. This is consistent with CT DOT Drainage Manual practices. The flow path for Tc calculation is depicted on the attached Pre and Post Development Drainage Area Maps in Appendix A&B. Pipes were sized for the 10-year storm to maintain at least 12” of freeboard below the structure top of frame. The Rational Method Pipe Sizing Chart comparing 10-year flow to pipe full flow capacity is attached for reference in Appendix E. But the HydroCAD report in Appendix D provides a comprehensive hydraulic grade analysis of the pipe system. Watershed areas for each structure are depicted on the attached Post Development Drainage Area Map in Appendix Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT B. To demonstrate compliance with the minimum freeboard requirement, the hydraulic analysis from the HydroCAD report is summarized in table 2 below. Table 2 – Hydraulic Grade Line Analysis (10-Year Storm) STR# TF HGL Freeboard YD#1 313.0 306.64 6.36 YD#2 312.5 306.24 6.26 YD#3 310.5 305.38 5.12 YD#4 308.5 304.31 4.19 CB#1 308.6 305.60 3.00 CB#2 308.6 304.04 4.56 YD#5 306.5 301.82 4.68 CB#3 304.5 301.40 3.10 YD#6 304.5 299.72 4.78 CB#4 304.5 299.66 4.84 YD#7 301.5 298.41 3.09 CB#5 302.9 298.27 4.63 CB#6 299.5 297.04 2.46 CB#7 299.5 297.04 2.46 YD#8 299.0 297.56 1.44 DMH#1 300.1 296.66 3.44 DMH#1A 301.0 296.37 4.63 DMH#2 299.5 290.46 9.04 YD#9 289.0 287.43 1.57 CB#9 289.3 287.43 1.87 CB#10 289.3 287.43 1.87 Water Quality Treatment The stormwater pond includes a permanent pool below the outlet elevation (294.0) which provides for removal of total suspended solids (TSS) through settlement. A sediment forebay is provided at the pipe inlet for pre-treatment. An aquatic bench is provided between the forebay and permanent pool to provide additional filtration and pollutant removal. The permanent pool is sized to meet or exceed the minimum water quality volume as defined by the CT DEP Stormwater Quality Manual. While not all the site follows through the treatment basin, we have maximized the treated area to the maximum extent practicable and conservatively calculated the WQV based on the entire site. The required WQV is computed as follows: WQV = (1”) [0.05+0.009(I)] (A)/12 x 43,560 Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT Where, I = Impervious Coverage (%) = 20% A = Watershed Area (ac.) = 8.226 ac. Therefore, WQV = (1”) [0.05+0.009(20)] (8.226)/12 x 43,560 = 6,868 c.f. The proposed pond has a permanent pool volume of 7,134 c.f. below the outlet elevation 294.0, which exceeds the minimum required volume. A portion of this permanent pool storage is provided in the forebay which is designed to trap course sediment prior to discharge to the rest of the pond. The forebay should contain at least 10% of the WQV or 687 c.f. The forebay has a capacity of 2,013 c.f. below elevation 293.5. The surplus storage capacity in the forebay provides ample room for sediment storage. Hydrographs for the proposed watershed areas were routed through the pond and outlet pipe to determine post-development discharge rates and compare to existing rate. The pre and post development analysis from the HydroCAD report are summarized in Table 3 below. Table 3 – Pre & Post Development Peak Flow Rates (cfs) Storm Pre Q Post Q 2-year 1.32 1.31 10-year 5.75 5.59 25-year 9.27 8.92 100-year 15.40 12.67 This analysis demonstrates that the prosed development will not increase peak flow rates to the town drainage system in Abbe Road. Conclusion Based on this analysis, it is our professional opinion that the proposed development will not adversely impact downstream properties. Stormwater will be adequate treated for TSS and other pollutants. Peak rates will not increase. Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT Appendix Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT A - Pre-Development Drainage Area Map, 1”= 100’ (11”x17” sheet) Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT B - Post-Development Drainage Area Map, 1”= 100’ (11”x17” sheet) Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT C - NOAA Rainfall Data, Web Soil Survey & Soil Descriptions Soil Map—State of Connecticut (Maskel Rd Extension) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/5/2019 Page 1 of 346376804637720463776046378004637840463788046379204637680463772046377604637800463784046378804637920703990704030704070704110704150704190704230704270704310704350 703990 704030 704070 704110 704150 704190 704230 704270 704310 704350 41° 52' 1'' N 72° 32' 32'' W41° 52' 1'' N72° 32' 15'' W41° 51' 52'' N 72° 32' 32'' W41° 51' 52'' N 72° 32' 15'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 50 100 200 300 Feet 0 25 50 100 150 Meters Map Scale: 1:1,820 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: State of Connecticut Survey Area Data: Version 18, Dec 6, 2018 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 27, 2016—Oct 30, 2017 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—State of Connecticut (Maskel Rd Extension) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/5/2019 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 6 Wilbraham and Menlo soils, 0 to 8 percent slopes, extremely stony 0.0 0.1% 53A Wapping very fine sandy loam, 0 to 3 percent slopes 0.4 3.4% 54B Wapping very fine sandy loam, 2 to 8 percent slopes, very stony 6.2 51.7% 66B Narragansett silt loam, 2 to 8 percent slopes 3.9 32.1% 67B Narragansett silt loam, 3 to 8 percent slopes, very stony 1.5 12.7% Totals for Area of Interest 12.1 100.0% Soil Map—State of Connecticut Maskel Rd Extension Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/5/2019 Page 3 of 3 State of Connecticut 66B—Narragansett silt loam, 2 to 8 percent slopes Map Unit Setting National map unit symbol: 9lq3 Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Narragansett and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Narragansett Setting Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Convex Parent material: Coarse-loamy eolian deposits over sandy and gravelly melt-out till derived from gneiss and/or schist and/or sandstone and shale Typical profile Ap - 0 to 6 inches: silt loam Bw1 - 6 to 15 inches: silt loam Bw2 - 15 to 24 inches: silt loam Bw3 - 24 to 28 inches: gravelly silt loam 2C - 28 to 60 inches: very gravelly loamy coarse sand Properties and qualities Slope: 2 to 8 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 6.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: B Hydric soil rating: No Map Unit Description: Narragansett silt loam, 2 to 8 percent slopes---State of Connecticut Maskel Rd Extension Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/5/2019 Page 1 of 2 Minor Components Broadbrook Percent of map unit: 5 percent Landform: Drumlins, hills, till plains Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: No Charlton Percent of map unit: 5 percent Landform: Hills Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Leicester Percent of map unit: 3 percent Landform: Depressions, drainageways Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: Yes Unnamed, red parent material Percent of map unit: 2 percent Hydric soil rating: No Canton Percent of map unit: 2 percent Landform: Hills Down-slope shape: Linear Across-slope shape: Convex Hydric soil rating: No Wapping Percent of map unit: 2 percent Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Sutton Percent of map unit: 1 percent Landform: Depressions, drainageways Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No Data Source Information Soil Survey Area: State of Connecticut Survey Area Data: Version 18, Dec 6, 2018 Map Unit Description: Narragansett silt loam, 2 to 8 percent slopes---State of Connecticut Maskel Rd Extension Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/5/2019 Page 2 of 2 State of Connecticut 53A—Wapping very fine sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 9lp6 Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Wapping and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Wapping Setting Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Linear Parent material: Coarse-loamy eolian deposits over sandy and gravelly melt-out till derived from gneiss and/or schist and/or sandstone and shale Typical profile Ap - 0 to 11 inches: very fine sandy loam Bw1 - 11 to 16 inches: very fine sandy loam Bw2 - 16 to 20 inches: very fine sandy loam 2C1 - 20 to 28 inches: gravelly sandy loam 2C2 - 28 to 36 inches: gravelly loamy sand 2C3 - 36 to 80 inches: gravelly loamy sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Moderately well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: About 18 to 30 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C Map Unit Description: Wapping very fine sandy loam, 0 to 3 percent slopes---State of Connecticut Maskel Rd Extension Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/5/2019 Page 1 of 2 Hydric soil rating: No Minor Components Narragansett Percent of map unit: 5 percent Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Convex Hydric soil rating: No Leicester Percent of map unit: 5 percent Landform: Depressions, drainageways Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: Yes Wilbraham Percent of map unit: 3 percent Landform: Depressions, drainageways Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes Menlo Percent of map unit: 3 percent Landform: Depressions, drainageways Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes Ludlow Percent of map unit: 2 percent Landform: Drumlins, hills Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No Watchaug Percent of map unit: 2 percent Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: No Data Source Information Soil Survey Area: State of Connecticut Survey Area Data: Version 18, Dec 6, 2018 Map Unit Description: Wapping very fine sandy loam, 0 to 3 percent slopes---State of Connecticut Maskel Rd Extension Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/5/2019 Page 2 of 2 State of Connecticut 6—Wilbraham and Menlo soils, 0 to 8 percent slopes, extremely stony Map Unit Setting National map unit symbol: 2wh25 Elevation: 0 to 790 feet Mean annual precipitation: 36 to 53 inches Mean annual air temperature: 41 to 54 degrees F Frost-free period: 140 to 220 days Farmland classification: Not prime farmland Map Unit Composition Wilbraham, extremely stony, and similar soils: 60 percent Menlo, extremely stony, and similar soils: 30 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Wilbraham, Extremely Stony Setting Landform: Ground moraines, drumlins, hills, drainageways, depressions Landform position (two-dimensional): Toeslope, footslope Landform position (three-dimensional): Head slope, base slope Down-slope shape: Concave Across-slope shape: Concave Parent material: Red coarse-loamy lodgment till derived from basalt and/or sandstone and shale Typical profile Oe - 0 to 2 inches: moderately decomposed plant material Ap - 2 to 10 inches: silt loam Bw1 - 10 to 21 inches: silt loam Bw2 - 21 to 27 inches: silt loam Cd - 27 to 63 inches: gravelly loam Properties and qualities Slope: 0 to 8 percent Percent of area covered with surface fragments: 9.0 percent Depth to restrictive feature: 16 to 35 inches to densic material Natural drainage class: Poorly drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low (0.00 to 0.14 in/hr) Depth to water table: About 0 to 10 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline (0.0 to 1.9 mmhos/cm) Available water storage in profile: Low (about 5.9 inches) Map Unit Description: Wilbraham and Menlo soils, 0 to 8 percent slopes, extremely stony--- State of Connecticut Maskel Rd Extension Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/5/2019 Page 1 of 3 Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: C/D Hydric soil rating: Yes Description of Menlo, Extremely Stony Setting Landform: Drainageways, depressions Down-slope shape: Concave Across-slope shape: Concave Parent material: Coarse-loamy lodgment till derived from basalt and/or sandstone and shale Typical profile Oa - 0 to 5 inches: highly decomposed plant material A - 5 to 16 inches: mucky silt loam Bg1 - 16 to 22 inches: flaggy very fine sandy loam Bg2 - 22 to 27 inches: flaggy fine sandy loam Cd1 - 27 to 40 inches: fine sandy loam Cd2 - 40 to 60 inches: fine sandy loam Properties and qualities Slope: 0 to 8 percent Percent of area covered with surface fragments: 9.0 percent Depth to restrictive feature: 20 to 36 inches to densic material Natural drainage class: Very poorly drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately high (0.00 to 0.20 in/hr) Depth to water table: About 0 to 12 inches Frequency of flooding: None Frequency of ponding: Frequent Available water storage in profile: Low (about 4.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: C/D Hydric soil rating: Yes Minor Components Watchaug Percent of map unit: 5 percent Landform: Ground moraines, hills Landform position (two-dimensional): Backslope, footslope Landform position (three-dimensional): Side slope Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: No Map Unit Description: Wilbraham and Menlo soils, 0 to 8 percent slopes, extremely stony--- State of Connecticut Maskel Rd Extension Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/5/2019 Page 2 of 3 Ludlow Percent of map unit: 5 percent Landform: Hills, drumlins Landform position (two-dimensional): Summit, footslope, backslope Landform position (three-dimensional): Crest, side slope Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No Data Source Information Soil Survey Area: State of Connecticut Survey Area Data: Version 18, Dec 6, 2018 Map Unit Description: Wilbraham and Menlo soils, 0 to 8 percent slopes, extremely stony--- State of Connecticut Maskel Rd Extension Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/5/2019 Page 3 of 3 Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT D - HydroCAD Pre & Post Analysis 1S YD1 2S YD2 3S YD3 4S YD4 5S CB1 6S CB2 7S YD5 9S YD6 10S CB3 11S CB4 12S YD7 13S CB5 14S CB6 15S CB7 16S YD8 19S CB8 20S S1 21S CB9 22S CB10 24E PRE 1Y CB YD1 2Y CB YD2 3Y CB YD3 4Y CB YD4 5C CB CB1 6C CB CB2 7Y CB YD5 8T CB T5 9Y CB YD6 10C CB CB3 11C CB CB4 12Y CB YD7 13C CB CB5 14C CB CB6 15C CB CB7 16Y CB YD8 18D CB DMH1 19P POND 20D CB DMH2 21C CB CB9 22C CB CB10 24P CB DMH1A 25P CB YD9 23P POST Routing Diagram for 2019-022 Mannarino Maskel Rd Rev1 Prepared by J.R. Russo & Associates, LLC, Printed 4/7/2020 HydroCAD® 10.00-25 s/n 05524 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type III 24-hr 2-Year Rainfall=3.15"2019-022 Mannarino Maskel Rd Rev1 Printed 4/7/2020Prepared by J.R. Russo & Associates, LLC Page 2HydroCAD® 10.00-25 s/n 05524 © 2019 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 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=27,059 sf 7.56% Impervious Runoff Depth>0.70"Subcatchment 1S: YD1 Tc=10.0 min CN=68 Runoff=0.38 cfs 0.036 af Runoff Area=16,406 sf 10.73% Impervious Runoff Depth>0.75"Subcatchment 2S: YD2 Tc=10.0 min CN=69 Runoff=0.25 cfs 0.024 af Runoff Area=13,889 sf 10.73% Impervious Runoff Depth>0.80"Subcatchment 3S: YD3 Tc=10.0 min CN=70 Runoff=0.23 cfs 0.021 af Runoff Area=17,012 sf 10.35% Impervious Runoff Depth>0.80"Subcatchment 4S: YD4 Tc=10.0 min CN=70 Runoff=0.28 cfs 0.026 af Runoff Area=9,776 sf 77.99% Impervious Runoff Depth>2.21"Subcatchment 5S: CB1 Tc=5.0 min CN=91 Runoff=0.58 cfs 0.041 af Runoff Area=9,591 sf 87.33% Impervious Runoff Depth>2.49"Subcatchment 6S: CB2 Tc=5.0 min CN=94 Runoff=0.62 cfs 0.046 af Runoff Area=14,542 sf 12.10% Impervious Runoff Depth>0.85"Subcatchment 7S: YD5 Tc=10.0 min CN=71 Runoff=0.26 cfs 0.024 af Runoff Area=12,265 sf 14.35% Impervious Runoff Depth>0.85"Subcatchment 9S: YD6 Tc=10.0 min CN=71 Runoff=0.22 cfs 0.020 af Runoff Area=6,516 sf 76.78% Impervious Runoff Depth>2.21"Subcatchment 10S: CB3 Tc=5.0 min CN=91 Runoff=0.38 cfs 0.028 af Runoff Area=6,458 sf 87.27% Impervious Runoff Depth>2.49"Subcatchment 11S: CB4 Tc=5.0 min CN=94 Runoff=0.42 cfs 0.031 af Runoff Area=9,647 sf 12.26% Impervious Runoff Depth>0.85"Subcatchment 12S: YD7 Tc=10.0 min CN=71 Runoff=0.17 cfs 0.016 af Runoff Area=3,794 sf 88.17% Impervious Runoff Depth>2.49"Subcatchment 13S: CB5 Tc=5.0 min CN=94 Runoff=0.25 cfs 0.018 af Runoff Area=4,327 sf 100.00% Impervious Runoff Depth>2.92"Subcatchment 14S: CB6 Tc=5.0 min CN=98 Runoff=0.31 cfs 0.024 af Runoff Area=9,195 sf 74.62% Impervious Runoff Depth>2.12"Subcatchment 15S: CB7 Tc=5.0 min CN=90 Runoff=0.52 cfs 0.037 af Runoff Area=16,962 sf 6.27% Impervious Runoff Depth>0.75"Subcatchment 16S: YD8 Tc=10.0 min CN=69 Runoff=0.26 cfs 0.024 af Runoff Area=156,227 sf 5.95% Impervious Runoff Depth>0.75"Subcatchment 19S: CB8 Flow Length=539' Tc=13.3 min CN=69 Runoff=2.14 cfs 0.224 af Type III 24-hr 2-Year Rainfall=3.15"2019-022 Mannarino Maskel Rd Rev1 Printed 4/7/2020Prepared by J.R. Russo & Associates, LLC Page 3HydroCAD® 10.00-25 s/n 05524 © 2019 HydroCAD Software Solutions LLC Runoff Area=12,842 sf 0.00% Impervious Runoff Depth>0.53"Subcatchment 20S: S1 Tc=10.0 min CN=64 Runoff=0.12 cfs 0.013 af Runoff Area=4,263 sf 100.00% Impervious Runoff Depth>2.92"Subcatchment 21S: CB9 Tc=5.0 min CN=98 Runoff=0.30 cfs 0.024 af Runoff Area=7,571 sf 57.10% Impervious Runoff Depth>1.64"Subcatchment 22S: CB10 Tc=5.0 min CN=84 Runoff=0.33 cfs 0.024 af Runoff Area=331,259 sf 0.00% Impervious Runoff Depth>0.42"Subcatchment 24E: PRE Flow Length=1,315' Tc=35.7 min CN=61 Runoff=1.32 cfs 0.265 af Peak Elev=306.33' Inflow=0.38 cfs 0.036 afPond 1Y: YD1 12.0" Round Culvert n=0.010 L=92.0' S=0.0054 '/' Outflow=0.38 cfs 0.036 af Peak Elev=305.89' Inflow=0.61 cfs 0.060 afPond 2Y: YD2 12.0" Round Culvert n=0.010 L=89.0' S=0.0112 '/' Outflow=0.61 cfs 0.060 af Peak Elev=304.95' Inflow=0.80 cfs 0.081 afPond 3Y: YD3 12.0" Round Culvert n=0.010 L=89.0' S=0.0112 '/' Outflow=0.80 cfs 0.081 af Peak Elev=303.78' Inflow=1.01 cfs 0.107 afPond 4Y: YD4 15.0" Round Culvert n=0.010 L=19.0' S=0.0105 '/' Outflow=1.01 cfs 0.107 af Peak Elev=305.46' Inflow=0.58 cfs 0.041 afPond 5C: CB1 15.0" Round Culvert n=0.010 L=21.0' S=0.0095 '/' Outflow=0.58 cfs 0.041 af Peak Elev=303.59' Inflow=1.51 cfs 0.194 afPond 6C: CB2 15.0" Round Culvert n=0.010 L=88.0' S=0.0273 '/' Outflow=1.51 cfs 0.194 af Peak Elev=301.36' Inflow=0.26 cfs 0.024 afPond 7Y: YD5 8.0" Round Culvert n=0.010 L=20.0' S=0.0100 '/' Outflow=0.26 cfs 0.024 af Peak Elev=301.25' Inflow=1.77 cfs 0.217 afPond 8T: T5 15.0" Round Culvert n=0.010 L=88.0' S=0.0273 '/' Outflow=1.77 cfs 0.217 af Peak Elev=299.26' Inflow=0.22 cfs 0.020 afPond 9Y: YD6 8.0" Round Culvert n=0.010 L=20.0' S=0.0100 '/' Outflow=0.22 cfs 0.020 af Peak Elev=301.29' Inflow=0.38 cfs 0.028 afPond 10C: CB3 15.0" Round Culvert n=0.010 L=21.0' S=0.0095 '/' Outflow=0.38 cfs 0.028 af Peak Elev=298.98' Inflow=2.43 cfs 0.295 afPond 11C: CB4 15.0" Round Culvert n=0.010 L=83.0' S=0.0108 '/' Outflow=2.43 cfs 0.295 af Peak Elev=298.23' Inflow=0.17 cfs 0.016 afPond 12Y: YD7 8.0" Round Culvert n=0.010 L=23.0' S=0.0087 '/' Outflow=0.17 cfs 0.016 af Peak Elev=297.76' Inflow=2.69 cfs 0.328 afPond 13C: CB5 18.0" Round Culvert n=0.010 L=216.0' S=0.0056 '/' Outflow=2.69 cfs 0.328 af Type III 24-hr 2-Year Rainfall=3.15"2019-022 Mannarino Maskel Rd Rev1 Printed 4/7/2020Prepared by J.R. Russo & Associates, LLC Page 4HydroCAD® 10.00-25 s/n 05524 © 2019 HydroCAD Software Solutions LLC Peak Elev=296.45' Inflow=0.31 cfs 0.024 afPond 14C: CB6 18.0" Round Culvert n=0.010 L=21.0' S=0.0095 '/' Outflow=0.31 cfs 0.024 af Peak Elev=296.45' Inflow=3.24 cfs 0.414 afPond 15C: CB7 24.0" Round Culvert n=0.010 L=96.0' S=0.0050 '/' Outflow=3.24 cfs 0.414 af Peak Elev=297.29' Inflow=0.26 cfs 0.024 afPond 16Y: YD8 8.0" Round Culvert n=0.010 L=20.0' S=0.0100 '/' Outflow=0.26 cfs 0.024 af Peak Elev=295.94' Inflow=3.24 cfs 0.414 afPond 18D: DMH1 24.0" Round Culvert n=0.010 L=187.0' S=0.0050 '/' Outflow=3.24 cfs 0.414 af Peak Elev=295.43' Storage=18,792 cf Inflow=4.71 cfs 0.636 afPond 19P: POND Outflow=1.23 cfs 0.533 af Peak Elev=289.53' Inflow=1.23 cfs 0.532 afPond 20D: DMH2 15.0" Round Culvert n=0.010 L=241.0' S=0.0129 '/' Outflow=1.23 cfs 0.532 af Peak Elev=286.47' Inflow=0.33 cfs 0.037 afPond 21C: CB9 15.0" Round Culvert n=0.010 L=22.0' S=0.0091 '/' Outflow=0.33 cfs 0.037 af Peak Elev=286.47' Inflow=1.31 cfs 0.592 afPond 22C: CB10 15.0" Round Culvert n=0.010 L=15.0' S=0.0133 '/' Outflow=1.31 cfs 0.592 af Peak Elev=295.44' Inflow=3.24 cfs 0.413 afPond 24P: DMH1A 24.0" Round Culvert n=0.010 L=21.0' S=0.0090 '/' Outflow=3.24 cfs 0.413 af Peak Elev=286.49' Inflow=0.12 cfs 0.013 afPond 25P: YD9 12.0" Round Culvert n=0.010 L=2.0' S=0.1000 '/' Outflow=0.12 cfs 0.013 af Inflow=1.31 cfs 0.591 afLink 23P: POST Primary=1.31 cfs 0.591 af Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev1 Printed 4/7/2020Prepared by J.R. Russo & Associates, LLC Page 5HydroCAD® 10.00-25 s/n 05524 © 2019 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 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=27,059 sf 7.56% Impervious Runoff Depth>1.87"Subcatchment 1S: YD1 Tc=10.0 min CN=68 Runoff=1.14 cfs 0.097 af Runoff Area=16,406 sf 10.73% Impervious Runoff Depth>1.95"Subcatchment 2S: YD2 Tc=10.0 min CN=69 Runoff=0.73 cfs 0.061 af Runoff Area=13,889 sf 10.73% Impervious Runoff Depth>2.02"Subcatchment 3S: YD3 Tc=10.0 min CN=70 Runoff=0.64 cfs 0.054 af Runoff Area=17,012 sf 10.35% Impervious Runoff Depth>2.02"Subcatchment 4S: YD4 Tc=10.0 min CN=70 Runoff=0.79 cfs 0.066 af Runoff Area=9,776 sf 77.99% Impervious Runoff Depth>3.97"Subcatchment 5S: CB1 Tc=5.0 min CN=91 Runoff=1.01 cfs 0.074 af Runoff Area=9,591 sf 87.33% Impervious Runoff Depth>4.30"Subcatchment 6S: CB2 Tc=5.0 min CN=94 Runoff=1.04 cfs 0.079 af Runoff Area=14,542 sf 12.10% Impervious Runoff Depth>2.10"Subcatchment 7S: YD5 Tc=10.0 min CN=71 Runoff=0.70 cfs 0.059 af Runoff Area=12,265 sf 14.35% Impervious Runoff Depth>2.10"Subcatchment 9S: YD6 Tc=10.0 min CN=71 Runoff=0.59 cfs 0.049 af Runoff Area=6,516 sf 76.78% Impervious Runoff Depth>3.97"Subcatchment 10S: CB3 Tc=5.0 min CN=91 Runoff=0.67 cfs 0.049 af Runoff Area=6,458 sf 87.27% Impervious Runoff Depth>4.30"Subcatchment 11S: CB4 Tc=5.0 min CN=94 Runoff=0.70 cfs 0.053 af Runoff Area=9,647 sf 12.26% Impervious Runoff Depth>2.10"Subcatchment 12S: YD7 Tc=10.0 min CN=71 Runoff=0.47 cfs 0.039 af Runoff Area=3,794 sf 88.17% Impervious Runoff Depth>4.30"Subcatchment 13S: CB5 Tc=5.0 min CN=94 Runoff=0.41 cfs 0.031 af Runoff Area=4,327 sf 100.00% Impervious Runoff Depth>4.75"Subcatchment 14S: CB6 Tc=5.0 min CN=98 Runoff=0.49 cfs 0.039 af Runoff Area=9,195 sf 74.62% Impervious Runoff Depth>3.86"Subcatchment 15S: CB7 Tc=5.0 min CN=90 Runoff=0.93 cfs 0.068 af Runoff Area=16,962 sf 6.27% Impervious Runoff Depth>1.95"Subcatchment 16S: YD8 Tc=10.0 min CN=69 Runoff=0.75 cfs 0.063 af Runoff Area=156,227 sf 5.95% Impervious Runoff Depth>1.94"Subcatchment 19S: CB8 Flow Length=539' Tc=13.3 min CN=69 Runoff=6.27 cfs 0.581 af Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev1 Printed 4/7/2020Prepared by J.R. Russo & Associates, LLC Page 6HydroCAD® 10.00-25 s/n 05524 © 2019 HydroCAD Software Solutions LLC Runoff Area=12,842 sf 0.00% Impervious Runoff Depth>1.57"Subcatchment 20S: S1 Tc=10.0 min CN=64 Runoff=0.44 cfs 0.039 af Runoff Area=4,263 sf 100.00% Impervious Runoff Depth>4.75"Subcatchment 21S: CB9 Tc=5.0 min CN=98 Runoff=0.48 cfs 0.039 af Runoff Area=7,571 sf 57.10% Impervious Runoff Depth>3.26"Subcatchment 22S: CB10 Tc=5.0 min CN=84 Runoff=0.66 cfs 0.047 af Runoff Area=331,259 sf 0.00% Impervious Runoff Depth>1.35"Subcatchment 24E: PRE Flow Length=1,315' Tc=35.7 min CN=61 Runoff=5.75 cfs 0.855 af Peak Elev=306.64' Inflow=1.14 cfs 0.097 afPond 1Y: YD1 12.0" Round Culvert n=0.010 L=92.0' S=0.0054 '/' Outflow=1.14 cfs 0.097 af Peak Elev=306.24' Inflow=1.81 cfs 0.158 afPond 2Y: YD2 12.0" Round Culvert n=0.010 L=89.0' S=0.0112 '/' Outflow=1.81 cfs 0.158 af Peak Elev=305.38' Inflow=2.36 cfs 0.211 afPond 3Y: YD3 12.0" Round Culvert n=0.010 L=89.0' S=0.0112 '/' Outflow=2.36 cfs 0.211 af Peak Elev=304.31' Inflow=2.93 cfs 0.277 afPond 4Y: YD4 15.0" Round Culvert n=0.010 L=19.0' S=0.0105 '/' Outflow=2.93 cfs 0.277 af Peak Elev=305.60' Inflow=1.01 cfs 0.074 afPond 5C: CB1 15.0" Round Culvert n=0.010 L=21.0' S=0.0095 '/' Outflow=1.01 cfs 0.074 af Peak Elev=304.04' Inflow=3.77 cfs 0.430 afPond 6C: CB2 15.0" Round Culvert n=0.010 L=88.0' S=0.0273 '/' Outflow=3.77 cfs 0.430 af Peak Elev=301.82' Inflow=0.70 cfs 0.059 afPond 7Y: YD5 8.0" Round Culvert n=0.010 L=20.0' S=0.0100 '/' Outflow=0.70 cfs 0.059 af Peak Elev=301.73' Inflow=4.24 cfs 0.488 afPond 8T: T5 15.0" Round Culvert n=0.010 L=88.0' S=0.0273 '/' Outflow=4.24 cfs 0.488 af Peak Elev=299.72' Inflow=0.59 cfs 0.049 afPond 9Y: YD6 8.0" Round Culvert n=0.010 L=20.0' S=0.0100 '/' Outflow=0.59 cfs 0.049 af Peak Elev=301.40' Inflow=0.67 cfs 0.049 afPond 10C: CB3 15.0" Round Culvert n=0.010 L=21.0' S=0.0095 '/' Outflow=0.67 cfs 0.049 af Peak Elev=299.66' Inflow=5.39 cfs 0.639 afPond 11C: CB4 15.0" Round Culvert n=0.010 L=83.0' S=0.0108 '/' Outflow=5.39 cfs 0.639 af Peak Elev=298.41' Inflow=0.47 cfs 0.039 afPond 12Y: YD7 8.0" Round Culvert n=0.010 L=23.0' S=0.0087 '/' Outflow=0.47 cfs 0.039 af Peak Elev=298.27' Inflow=5.98 cfs 0.709 afPond 13C: CB5 18.0" Round Culvert n=0.010 L=216.0' S=0.0056 '/' Outflow=5.98 cfs 0.709 af Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev1 Printed 4/7/2020Prepared by J.R. Russo & Associates, LLC Page 7HydroCAD® 10.00-25 s/n 05524 © 2019 HydroCAD Software Solutions LLC Peak Elev=297.04' Inflow=0.49 cfs 0.039 afPond 14C: CB6 18.0" Round Culvert n=0.010 L=21.0' S=0.0095 '/' Outflow=0.49 cfs 0.039 af Peak Elev=297.04' Inflow=7.08 cfs 0.879 afPond 15C: CB7 24.0" Round Culvert n=0.010 L=96.0' S=0.0050 '/' Outflow=7.08 cfs 0.879 af Peak Elev=297.56' Inflow=0.75 cfs 0.063 afPond 16Y: YD8 8.0" Round Culvert n=0.010 L=20.0' S=0.0100 '/' Outflow=0.75 cfs 0.063 af Peak Elev=296.66' Inflow=7.08 cfs 0.878 afPond 18D: DMH1 24.0" Round Culvert n=0.010 L=187.0' S=0.0050 '/' Outflow=7.08 cfs 0.878 af Peak Elev=296.31' Storage=30,584 cf Inflow=10.87 cfs 1.457 afPond 19P: POND Outflow=5.39 cfs 1.321 af Peak Elev=290.46' Inflow=5.39 cfs 1.319 afPond 20D: DMH2 15.0" Round Culvert n=0.010 L=241.0' S=0.0129 '/' Outflow=5.39 cfs 1.319 af Peak Elev=287.43' Inflow=0.73 cfs 0.077 afPond 21C: CB9 15.0" Round Culvert n=0.010 L=22.0' S=0.0091 '/' Outflow=0.73 cfs 0.077 af Peak Elev=287.43' Inflow=5.59 cfs 1.442 afPond 22C: CB10 15.0" Round Culvert n=0.010 L=15.0' S=0.0133 '/' Outflow=5.59 cfs 1.442 af Peak Elev=296.37' Inflow=7.08 cfs 0.877 afPond 24P: DMH1A 24.0" Round Culvert n=0.010 L=21.0' S=0.0090 '/' Outflow=7.08 cfs 0.877 af Peak Elev=287.43' Inflow=0.44 cfs 0.039 afPond 25P: YD9 12.0" Round Culvert n=0.010 L=2.0' S=0.1000 '/' Outflow=0.44 cfs 0.039 af Inflow=5.59 cfs 1.440 afLink 23P: POST Primary=5.59 cfs 1.440 af Type III 24-hr 25-Year Rainfall=6.13"2019-022 Mannarino Maskel Rd Rev1 Printed 4/7/2020Prepared by J.R. Russo & Associates, LLC Page 8HydroCAD® 10.00-25 s/n 05524 © 2019 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 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=27,059 sf 7.56% Impervious Runoff Depth>2.72"Subcatchment 1S: YD1 Tc=10.0 min CN=68 Runoff=1.69 cfs 0.141 af Runoff Area=16,406 sf 10.73% Impervious Runoff Depth>2.81"Subcatchment 2S: YD2 Tc=10.0 min CN=69 Runoff=1.07 cfs 0.088 af Runoff Area=13,889 sf 10.73% Impervious Runoff Depth>2.90"Subcatchment 3S: YD3 Tc=10.0 min CN=70 Runoff=0.93 cfs 0.077 af Runoff Area=17,012 sf 10.35% Impervious Runoff Depth>2.90"Subcatchment 4S: YD4 Tc=10.0 min CN=70 Runoff=1.14 cfs 0.094 af Runoff Area=9,776 sf 77.99% Impervious Runoff Depth>5.08"Subcatchment 5S: CB1 Tc=5.0 min CN=91 Runoff=1.27 cfs 0.095 af Runoff Area=9,591 sf 87.33% Impervious Runoff Depth>5.42"Subcatchment 6S: CB2 Tc=5.0 min CN=94 Runoff=1.29 cfs 0.099 af Runoff Area=14,542 sf 12.10% Impervious Runoff Depth>3.00"Subcatchment 7S: YD5 Tc=10.0 min CN=71 Runoff=1.01 cfs 0.083 af Runoff Area=12,265 sf 14.35% Impervious Runoff Depth>3.00"Subcatchment 9S: YD6 Tc=10.0 min CN=71 Runoff=0.85 cfs 0.070 af Runoff Area=6,516 sf 76.78% Impervious Runoff Depth>5.08"Subcatchment 10S: CB3 Tc=5.0 min CN=91 Runoff=0.85 cfs 0.063 af Runoff Area=6,458 sf 87.27% Impervious Runoff Depth>5.42"Subcatchment 11S: CB4 Tc=5.0 min CN=94 Runoff=0.87 cfs 0.067 af Runoff Area=9,647 sf 12.26% Impervious Runoff Depth>3.00"Subcatchment 12S: YD7 Tc=10.0 min CN=71 Runoff=0.67 cfs 0.055 af Runoff Area=3,794 sf 88.17% Impervious Runoff Depth>5.42"Subcatchment 13S: CB5 Tc=5.0 min CN=94 Runoff=0.51 cfs 0.039 af Runoff Area=4,327 sf 100.00% Impervious Runoff Depth>5.89"Subcatchment 14S: CB6 Tc=5.0 min CN=98 Runoff=0.60 cfs 0.049 af Runoff Area=9,195 sf 74.62% Impervious Runoff Depth>4.97"Subcatchment 15S: CB7 Tc=5.0 min CN=90 Runoff=1.18 cfs 0.087 af Runoff Area=16,962 sf 6.27% Impervious Runoff Depth>2.81"Subcatchment 16S: YD8 Tc=10.0 min CN=69 Runoff=1.10 cfs 0.091 af Runoff Area=156,227 sf 5.95% Impervious Runoff Depth>2.81"Subcatchment 19S: CB8 Flow Length=539' Tc=13.3 min CN=69 Runoff=9.21 cfs 0.839 af Type III 24-hr 25-Year Rainfall=6.13"2019-022 Mannarino Maskel Rd Rev1 Printed 4/7/2020Prepared by J.R. Russo & Associates, LLC Page 9HydroCAD® 10.00-25 s/n 05524 © 2019 HydroCAD Software Solutions LLC Runoff Area=12,842 sf 0.00% Impervious Runoff Depth>2.35"Subcatchment 20S: S1 Tc=10.0 min CN=64 Runoff=0.68 cfs 0.058 af Runoff Area=4,263 sf 100.00% Impervious Runoff Depth>5.89"Subcatchment 21S: CB9 Tc=5.0 min CN=98 Runoff=0.59 cfs 0.048 af Runoff Area=7,571 sf 57.10% Impervious Runoff Depth>4.32"Subcatchment 22S: CB10 Tc=5.0 min CN=84 Runoff=0.87 cfs 0.063 af Runoff Area=331,259 sf 0.00% Impervious Runoff Depth>2.07"Subcatchment 24E: PRE Flow Length=1,315' Tc=35.7 min CN=61 Runoff=9.27 cfs 1.314 af Peak Elev=306.85' Inflow=1.69 cfs 0.140 afPond 1Y: YD1 12.0" Round Culvert n=0.010 L=92.0' S=0.0054 '/' Outflow=1.69 cfs 0.140 af Peak Elev=306.49' Inflow=2.68 cfs 0.228 afPond 2Y: YD2 12.0" Round Culvert n=0.010 L=89.0' S=0.0112 '/' Outflow=2.68 cfs 0.228 af Peak Elev=305.84' Inflow=3.47 cfs 0.305 afPond 3Y: YD3 12.0" Round Culvert n=0.010 L=89.0' S=0.0112 '/' Outflow=3.47 cfs 0.305 af Peak Elev=304.90' Inflow=4.30 cfs 0.400 afPond 4Y: YD4 15.0" Round Culvert n=0.010 L=19.0' S=0.0105 '/' Outflow=4.30 cfs 0.400 af Peak Elev=305.67' Inflow=1.27 cfs 0.095 afPond 5C: CB1 15.0" Round Culvert n=0.010 L=21.0' S=0.0095 '/' Outflow=1.27 cfs 0.095 af Peak Elev=304.45' Inflow=5.36 cfs 0.594 afPond 6C: CB2 15.0" Round Culvert n=0.010 L=88.0' S=0.0273 '/' Outflow=5.36 cfs 0.594 af Peak Elev=302.41' Inflow=1.01 cfs 0.083 afPond 7Y: YD5 8.0" Round Culvert n=0.010 L=20.0' S=0.0100 '/' Outflow=1.01 cfs 0.083 af Peak Elev=302.26' Inflow=6.01 cfs 0.677 afPond 8T: T5 15.0" Round Culvert n=0.010 L=88.0' S=0.0273 '/' Outflow=6.01 cfs 0.677 af Peak Elev=300.52' Inflow=0.85 cfs 0.070 afPond 9Y: YD6 8.0" Round Culvert n=0.010 L=20.0' S=0.0100 '/' Outflow=0.85 cfs 0.070 af Peak Elev=301.45' Inflow=0.85 cfs 0.063 afPond 10C: CB3 15.0" Round Culvert n=0.010 L=21.0' S=0.0095 '/' Outflow=0.85 cfs 0.063 af Peak Elev=300.41' Inflow=7.44 cfs 0.877 afPond 11C: CB4 15.0" Round Culvert n=0.010 L=83.0' S=0.0108 '/' Outflow=7.44 cfs 0.877 af Peak Elev=298.74' Inflow=0.67 cfs 0.055 afPond 12Y: YD7 8.0" Round Culvert n=0.010 L=23.0' S=0.0087 '/' Outflow=0.67 cfs 0.055 af Peak Elev=298.67' Inflow=8.23 cfs 0.971 afPond 13C: CB5 18.0" Round Culvert n=0.010 L=216.0' S=0.0056 '/' Outflow=8.23 cfs 0.971 af Type III 24-hr 25-Year Rainfall=6.13"2019-022 Mannarino Maskel Rd Rev1 Printed 4/7/2020Prepared by J.R. Russo & Associates, LLC Page 10HydroCAD® 10.00-25 s/n 05524 © 2019 HydroCAD Software Solutions LLC Peak Elev=297.56' Inflow=0.60 cfs 0.049 afPond 14C: CB6 18.0" Round Culvert n=0.010 L=21.0' S=0.0095 '/' Outflow=0.60 cfs 0.049 af Peak Elev=297.56' Inflow=9.69 cfs 1.197 afPond 15C: CB7 24.0" Round Culvert n=0.010 L=96.0' S=0.0050 '/' Outflow=9.69 cfs 1.197 af Peak Elev=297.76' Inflow=1.10 cfs 0.091 afPond 16Y: YD8 8.0" Round Culvert n=0.010 L=20.0' S=0.0100 '/' Outflow=1.10 cfs 0.091 af Peak Elev=297.26' Inflow=9.69 cfs 1.196 afPond 18D: DMH1 24.0" Round Culvert n=0.010 L=187.0' S=0.0050 '/' Outflow=9.69 cfs 1.196 af Peak Elev=296.76' Storage=37,744 cf Inflow=15.13 cfs 2.033 afPond 19P: POND Outflow=8.63 cfs 1.879 af Peak Elev=292.45' Inflow=8.63 cfs 1.877 afPond 20D: DMH2 15.0" Round Culvert n=0.010 L=241.0' S=0.0129 '/' Outflow=8.63 cfs 1.877 af Peak Elev=288.80' Inflow=1.02 cfs 0.106 afPond 21C: CB9 15.0" Round Culvert n=0.010 L=22.0' S=0.0091 '/' Outflow=1.02 cfs 0.106 af Peak Elev=288.80' Inflow=8.92 cfs 2.043 afPond 22C: CB10 15.0" Round Culvert n=0.010 L=15.0' S=0.0133 '/' Outflow=8.92 cfs 2.043 af Peak Elev=296.98' Inflow=9.69 cfs 1.195 afPond 24P: DMH1A 24.0" Round Culvert n=0.010 L=21.0' S=0.0090 '/' Outflow=9.69 cfs 1.195 af Peak Elev=288.80' Inflow=0.68 cfs 0.058 afPond 25P: YD9 12.0" Round Culvert n=0.010 L=2.0' S=0.1000 '/' Outflow=0.68 cfs 0.058 af Inflow=8.92 cfs 2.041 afLink 23P: POST Primary=8.92 cfs 2.041 af Type III 24-hr 100-Year Rainfall=7.90"2019-022 Mannarino Maskel Rd Rev1 Printed 4/7/2020Prepared by J.R. Russo & Associates, LLC Page 11HydroCAD® 10.00-25 s/n 05524 © 2019 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 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=27,059 sf 7.56% Impervious Runoff Depth>4.14"Subcatchment 1S: YD1 Tc=10.0 min CN=68 Runoff=2.61 cfs 0.215 af Runoff Area=16,406 sf 10.73% Impervious Runoff Depth>4.26"Subcatchment 2S: YD2 Tc=10.0 min CN=69 Runoff=1.63 cfs 0.134 af Runoff Area=13,889 sf 10.73% Impervious Runoff Depth>4.37"Subcatchment 3S: YD3 Tc=10.0 min CN=70 Runoff=1.41 cfs 0.116 af Runoff Area=17,012 sf 10.35% Impervious Runoff Depth>4.37"Subcatchment 4S: YD4 Tc=10.0 min CN=70 Runoff=1.73 cfs 0.142 af Runoff Area=9,776 sf 77.99% Impervious Runoff Depth>6.82"Subcatchment 5S: CB1 Tc=5.0 min CN=91 Runoff=1.68 cfs 0.128 af Runoff Area=9,591 sf 87.33% Impervious Runoff Depth>7.18"Subcatchment 6S: CB2 Tc=5.0 min CN=94 Runoff=1.69 cfs 0.132 af Runoff Area=14,542 sf 12.10% Impervious Runoff Depth>4.48"Subcatchment 7S: YD5 Tc=10.0 min CN=71 Runoff=1.52 cfs 0.125 af Runoff Area=12,265 sf 14.35% Impervious Runoff Depth>4.48"Subcatchment 9S: YD6 Tc=10.0 min CN=71 Runoff=1.28 cfs 0.105 af Runoff Area=6,516 sf 76.78% Impervious Runoff Depth>6.82"Subcatchment 10S: CB3 Tc=5.0 min CN=91 Runoff=1.12 cfs 0.085 af Runoff Area=6,458 sf 87.27% Impervious Runoff Depth>7.18"Subcatchment 11S: CB4 Tc=5.0 min CN=94 Runoff=1.14 cfs 0.089 af Runoff Area=9,647 sf 12.26% Impervious Runoff Depth>4.48"Subcatchment 12S: YD7 Tc=10.0 min CN=71 Runoff=1.01 cfs 0.083 af Runoff Area=3,794 sf 88.17% Impervious Runoff Depth>7.18"Subcatchment 13S: CB5 Tc=5.0 min CN=94 Runoff=0.67 cfs 0.052 af Runoff Area=4,327 sf 100.00% Impervious Runoff Depth>7.66"Subcatchment 14S: CB6 Tc=5.0 min CN=98 Runoff=0.78 cfs 0.063 af Runoff Area=9,195 sf 74.62% Impervious Runoff Depth>6.70"Subcatchment 15S: CB7 Tc=5.0 min CN=90 Runoff=1.56 cfs 0.118 af Runoff Area=16,962 sf 6.27% Impervious Runoff Depth>4.26"Subcatchment 16S: YD8 Tc=10.0 min CN=69 Runoff=1.68 cfs 0.138 af Runoff Area=156,227 sf 5.95% Impervious Runoff Depth>4.25"Subcatchment 19S: CB8 Flow Length=539' Tc=13.3 min CN=69 Runoff=14.07 cfs 1.272 af Type III 24-hr 100-Year Rainfall=7.90"2019-022 Mannarino Maskel Rd Rev1 Printed 4/7/2020Prepared by J.R. Russo & Associates, LLC Page 12HydroCAD® 10.00-25 s/n 05524 © 2019 HydroCAD Software Solutions LLC Runoff Area=12,842 sf 0.00% Impervious Runoff Depth>3.69"Subcatchment 20S: S1 Tc=10.0 min CN=64 Runoff=1.10 cfs 0.091 af Runoff Area=4,263 sf 100.00% Impervious Runoff Depth>7.66"Subcatchment 21S: CB9 Tc=5.0 min CN=98 Runoff=0.76 cfs 0.062 af Runoff Area=7,571 sf 57.10% Impervious Runoff Depth>6.00"Subcatchment 22S: CB10 Tc=5.0 min CN=84 Runoff=1.19 cfs 0.087 af Runoff Area=331,259 sf 0.00% Impervious Runoff Depth>3.34"Subcatchment 24E: PRE Flow Length=1,315' Tc=35.7 min CN=61 Runoff=15.40 cfs 2.117 af Peak Elev=309.18' Inflow=2.61 cfs 0.214 afPond 1Y: YD1 12.0" Round Culvert n=0.010 L=92.0' S=0.0054 '/' Outflow=2.61 cfs 0.214 af Peak Elev=308.95' Inflow=4.11 cfs 0.348 afPond 2Y: YD2 12.0" Round Culvert n=0.010 L=89.0' S=0.0112 '/' Outflow=4.11 cfs 0.348 af Peak Elev=308.22' Inflow=5.31 cfs 0.464 afPond 3Y: YD3 12.0" Round Culvert n=0.010 L=89.0' S=0.0112 '/' Outflow=5.31 cfs 0.464 af Peak Elev=307.42' Inflow=6.55 cfs 0.605 afPond 4Y: YD4 15.0" Round Culvert n=0.010 L=19.0' S=0.0105 '/' Outflow=6.55 cfs 0.605 af Peak Elev=306.90' Inflow=1.68 cfs 0.128 afPond 5C: CB1 15.0" Round Culvert n=0.010 L=21.0' S=0.0095 '/' Outflow=1.68 cfs 0.128 af Peak Elev=306.89' Inflow=7.94 cfs 0.864 afPond 6C: CB2 15.0" Round Culvert n=0.010 L=88.0' S=0.0273 '/' Outflow=7.94 cfs 0.864 af Peak Elev=305.90' Inflow=1.52 cfs 0.125 afPond 7Y: YD5 8.0" Round Culvert n=0.010 L=20.0' S=0.0100 '/' Outflow=1.52 cfs 0.125 af Peak Elev=305.74' Inflow=8.92 cfs 0.988 afPond 8T: T5 15.0" Round Culvert n=0.010 L=88.0' S=0.0273 '/' Outflow=8.92 cfs 0.988 af Peak Elev=303.87' Inflow=1.28 cfs 0.105 afPond 9Y: YD6 8.0" Round Culvert n=0.010 L=20.0' S=0.0100 '/' Outflow=1.28 cfs 0.105 af Peak Elev=303.76' Inflow=1.12 cfs 0.085 afPond 10C: CB3 15.0" Round Culvert n=0.010 L=21.0' S=0.0095 '/' Outflow=1.12 cfs 0.085 af Peak Elev=303.76' Inflow=10.79 cfs 1.266 afPond 11C: CB4 15.0" Round Culvert n=0.010 L=83.0' S=0.0108 '/' Outflow=10.79 cfs 1.266 af Peak Elev=301.24' Inflow=1.01 cfs 0.083 afPond 12Y: YD7 8.0" Round Culvert n=0.010 L=23.0' S=0.0087 '/' Outflow=1.01 cfs 0.083 af Peak Elev=301.19' Inflow=11.81 cfs 1.400 afPond 13C: CB5 18.0" Round Culvert n=0.010 L=216.0' S=0.0056 '/' Outflow=11.81 cfs 1.400 af Type III 24-hr 100-Year Rainfall=7.90"2019-022 Mannarino Maskel Rd Rev1 Printed 4/7/2020Prepared by J.R. Russo & Associates, LLC Page 13HydroCAD® 10.00-25 s/n 05524 © 2019 HydroCAD Software Solutions LLC Peak Elev=299.21' Inflow=0.78 cfs 0.063 afPond 14C: CB6 18.0" Round Culvert n=0.010 L=21.0' S=0.0095 '/' Outflow=0.78 cfs 0.063 af Peak Elev=299.21' Inflow=13.92 cfs 1.718 afPond 15C: CB7 24.0" Round Culvert n=0.010 L=96.0' S=0.0050 '/' Outflow=13.92 cfs 1.718 af Peak Elev=299.30' Inflow=1.68 cfs 0.138 afPond 16Y: YD8 8.0" Round Culvert n=0.010 L=20.0' S=0.0100 '/' Outflow=1.68 cfs 0.138 af Peak Elev=298.62' Inflow=13.92 cfs 1.717 afPond 18D: DMH1 24.0" Round Culvert n=0.010 L=187.0' S=0.0050 '/' Outflow=13.92 cfs 1.717 af Peak Elev=297.61' Storage=52,612 cf Inflow=22.33 cfs 2.986 afPond 19P: POND Outflow=12.21 cfs 2.808 af Peak Elev=295.99' Inflow=12.21 cfs 2.806 afPond 20D: DMH2 15.0" Round Culvert n=0.010 L=241.0' S=0.0129 '/' Outflow=12.21 cfs 2.806 af Peak Elev=291.10' Inflow=1.53 cfs 0.153 afPond 21C: CB9 15.0" Round Culvert n=0.010 L=22.0' S=0.0091 '/' Outflow=1.53 cfs 0.153 af Peak Elev=291.10' Inflow=12.67 cfs 3.043 afPond 22C: CB10 15.0" Round Culvert n=0.010 L=15.0' S=0.0133 '/' Outflow=12.67 cfs 3.043 af Peak Elev=298.03' Inflow=13.92 cfs 1.716 afPond 24P: DMH1A 24.0" Round Culvert n=0.010 L=21.0' S=0.0090 '/' Outflow=13.92 cfs 1.716 af Peak Elev=291.11' Inflow=1.10 cfs 0.091 afPond 25P: YD9 12.0" Round Culvert n=0.010 L=2.0' S=0.1000 '/' Outflow=1.10 cfs 0.091 af Inflow=12.67 cfs 3.040 afLink 23P: POST Primary=12.67 cfs 3.040 af Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev1 Printed 4/7/2020Prepared by J.R. Russo & Associates, LLC Page 14HydroCAD® 10.00-25 s/n 05524 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: YD1 Runoff = 1.14 cfs @ 12.15 hrs, Volume= 0.097 af, Depth> 1.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 6,916 61 Woods, Good, HSG C * 18,098 67 >75% Grass cover, Good, HSG C 2,045 98 Roofs, HSG C 27,059 68 Weighted Average 25,014 92.44% Pervious Area 2,045 7.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment 2S: YD2 Runoff = 0.73 cfs @ 12.15 hrs, Volume= 0.061 af, Depth> 1.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 3,794 61 Woods, Good, HSG C * 10,852 67 >75% Grass cover, Good, HSG C 1,760 98 Roofs, HSG C 16,406 69 Weighted Average 14,646 89.27% Pervious Area 1,760 10.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment 3S: YD3 Runoff = 0.64 cfs @ 12.15 hrs, Volume= 0.054 af, Depth> 2.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev1 Printed 4/7/2020Prepared by J.R. Russo & Associates, LLC Page 15HydroCAD® 10.00-25 s/n 05524 © 2019 HydroCAD Software Solutions LLC Area (sf) CN Description * 1,408 61 Woods, Good, HSG C * 10,991 67 >75% Grass cover, Good, HSG C 1,490 98 Roofs, HSG C 13,889 70 Weighted Average 12,399 89.27% Pervious Area 1,490 10.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment 4S: YD4 Runoff = 0.79 cfs @ 12.15 hrs, Volume= 0.066 af, Depth> 2.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 1,905 61 Woods, Good, HSG C * 13,347 67 >75% Grass cover, Good, HSG C 1,760 98 Roofs, HSG C 17,012 70 Weighted Average 15,252 89.65% Pervious Area 1,760 10.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment 5S: CB1 Runoff = 1.01 cfs @ 12.07 hrs, Volume= 0.074 af, Depth> 3.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 2,152 67 >75% Grass cover, Good, HSG C 7,624 98 Roofs, HSG C 9,776 91 Weighted Average 2,152 22.01% Pervious Area 7,624 77.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev1 Printed 4/7/2020Prepared by J.R. Russo & Associates, LLC Page 16HydroCAD® 10.00-25 s/n 05524 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: CB2 Runoff = 1.04 cfs @ 12.07 hrs, Volume= 0.079 af, Depth> 4.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 1,215 67 >75% Grass cover, Good, HSG C 8,376 98 Roofs, HSG C 9,591 94 Weighted Average 1,215 12.67% Pervious Area 8,376 87.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 7S: YD5 Runoff = 0.70 cfs @ 12.15 hrs, Volume= 0.059 af, Depth> 2.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 12,782 67 >75% Grass cover, Good, HSG C 1,760 98 Roofs, HSG C 14,542 71 Weighted Average 12,782 87.90% Pervious Area 1,760 12.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment 9S: YD6 Runoff = 0.59 cfs @ 12.15 hrs, Volume= 0.049 af, Depth> 2.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 10,505 67 >75% Grass cover, Good, HSG C 1,760 98 Roofs, HSG C 12,265 71 Weighted Average 10,505 85.65% Pervious Area 1,760 14.35% Impervious Area Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev1 Printed 4/7/2020Prepared by J.R. Russo & Associates, LLC Page 17HydroCAD® 10.00-25 s/n 05524 © 2019 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment 10S: CB3 Runoff = 0.67 cfs @ 12.07 hrs, Volume= 0.049 af, Depth> 3.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 1,513 67 >75% Grass cover, Good, HSG C 5,003 98 Roofs, HSG C 6,516 91 Weighted Average 1,513 23.22% Pervious Area 5,003 76.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 11S: CB4 Runoff = 0.70 cfs @ 12.07 hrs, Volume= 0.053 af, Depth> 4.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 822 67 >75% Grass cover, Good, HSG C 5,636 98 Roofs, HSG C 6,458 94 Weighted Average 822 12.73% Pervious Area 5,636 87.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 12S: YD7 Runoff = 0.47 cfs @ 12.15 hrs, Volume= 0.039 af, Depth> 2.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev1 Printed 4/7/2020Prepared by J.R. Russo & Associates, LLC Page 18HydroCAD® 10.00-25 s/n 05524 © 2019 HydroCAD Software Solutions LLC Area (sf) CN Description * 8,464 67 >75% Grass cover, Good, HSG C 1,183 98 Roofs, HSG C 9,647 71 Weighted Average 8,464 87.74% Pervious Area 1,183 12.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment 13S: CB5 Runoff = 0.41 cfs @ 12.07 hrs, Volume= 0.031 af, Depth> 4.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 449 67 >75% Grass cover, Good, HSG C 3,345 98 Roofs, HSG C 3,794 94 Weighted Average 449 11.83% Pervious Area 3,345 88.17% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 14S: CB6 Runoff = 0.49 cfs @ 12.07 hrs, Volume= 0.039 af, Depth> 4.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description 4,327 98 Roofs, HSG C 4,327 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev1 Printed 4/7/2020Prepared by J.R. Russo & Associates, LLC Page 19HydroCAD® 10.00-25 s/n 05524 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: CB7 Runoff = 0.93 cfs @ 12.07 hrs, Volume= 0.068 af, Depth> 3.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 2,334 67 >75% Grass cover, Good, HSG C 6,861 98 Roofs, HSG C 9,195 90 Weighted Average 2,334 25.38% Pervious Area 6,861 74.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 16S: YD8 Runoff = 0.75 cfs @ 12.15 hrs, Volume= 0.063 af, Depth> 1.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 966 61 Woods, Good, HSG C * 14,933 67 >75% Grass cover, Good, HSG C 1,063 98 Roofs, HSG C 16,962 69 Weighted Average 15,899 93.73% Pervious Area 1,063 6.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment 19S: CB8 Runoff = 6.27 cfs @ 12.20 hrs, Volume= 0.581 af, Depth> 1.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev1 Printed 4/7/2020Prepared by J.R. Russo & Associates, LLC Page 20HydroCAD® 10.00-25 s/n 05524 © 2019 HydroCAD Software Solutions LLC Area (sf) CN Description * 44,767 61 Woods, Good, HSG C * 8,866 77 Wooded Wetlands, Good, HSG D * 87,899 67 >75% Grass cover, Good, HSG C 5,393 98 Water Surface, 0% imp, HSG C 9,302 98 Roofs, HSG C 156,227 69 Weighted Average 146,925 94.05% Pervious Area 9,302 5.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 60 0.0833 0.19 Sheet Flow, Grass: Dense n= 0.240 P2= 3.15" 0.6 121 0.0450 3.42 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.5 79 0.0440 0.52 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 1.3 215 2.84 Lake or Reservoir, Mean Depth= 0.25' 3.5 64 0.0150 0.31 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 13.3 539 Total Summary for Subcatchment 20S: S1 Runoff = 0.44 cfs @ 12.16 hrs, Volume= 0.039 af, Depth> 1.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 5,533 61 Woods, Good, HSG C * 7,309 67 >75% Grass cover, Good, HSG C 12,842 64 Weighted Average 12,842 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment 21S: CB9 Runoff = 0.48 cfs @ 12.07 hrs, Volume= 0.039 af, Depth> 4.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev1 Printed 4/7/2020Prepared by J.R. Russo & Associates, LLC Page 21HydroCAD® 10.00-25 s/n 05524 © 2019 HydroCAD Software Solutions LLC Area (sf) CN Description 4,263 98 Roofs, HSG C 4,263 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 22S: CB10 Runoff = 0.66 cfs @ 12.07 hrs, Volume= 0.047 af, Depth> 3.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 690 61 Woods, Good, HSG C * 2,558 67 >75% Grass cover, Good, HSG C 4,323 98 Roofs, HSG C 7,571 84 Weighted Average 3,248 42.90% Pervious Area 4,323 57.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 24E: PRE Runoff = 5.75 cfs @ 12.55 hrs, Volume= 0.855 af, Depth> 1.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 322,393 61 Woods, Good, HSG C * 8,866 77 Wooded Wetlands, Good, HSG D 331,259 61 Weighted Average 331,259 100.00% Pervious Area Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev1 Printed 4/7/2020Prepared by J.R. Russo & Associates, LLC Page 22HydroCAD® 10.00-25 s/n 05524 © 2019 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.9 162 0.0740 0.14 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.15" 5.3 412 0.0680 1.30 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.3 215 2.84 Lake or Reservoir, Mean Depth= 0.25' 9.4 316 0.0125 0.56 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.8 210 0.0350 4.38 13.13 Channel Flow, Area= 3.0 sf Perim= 6.0' r= 0.50' n= 0.040 Earth, cobble bottom, clean sides 35.7 1,315 Total Summary for Pond 1Y: YD1 Inflow Area = 0.621 ac, 7.56% Impervious, Inflow Depth > 1.87" for 10-Year event Inflow = 1.14 cfs @ 12.15 hrs, Volume= 0.097 af Outflow = 1.14 cfs @ 12.20 hrs, Volume= 0.097 af, Atten= 0%, Lag= 3.0 min Primary = 1.14 cfs @ 12.20 hrs, Volume= 0.097 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 306.64' @ 12.23 hrs Flood Elev= 313.00' Device Routing Invert Outlet Devices #1 Primary 306.00'12.0" Round Culvert L= 92.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 306.00' / 305.50' S= 0.0054 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf Primary OutFlow Max=1.03 cfs @ 12.20 hrs HW=306.63' TW=306.22' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.03 cfs @ 2.82 fps) Summary for Pond 2Y: YD2 Inflow Area = 0.998 ac, 8.75% Impervious, Inflow Depth > 1.90" for 10-Year event Inflow = 1.81 cfs @ 12.18 hrs, Volume= 0.158 af Outflow = 1.81 cfs @ 12.23 hrs, Volume= 0.158 af, Atten= 0%, Lag= 3.0 min Primary = 1.81 cfs @ 12.23 hrs, Volume= 0.158 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 306.24' @ 12.23 hrs Flood Elev= 312.50' Device Routing Invert Outlet Devices #1 Primary 305.50'12.0" Round Culvert L= 89.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 305.50' / 304.50' S= 0.0112 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev1 Printed 4/7/2020Prepared by J.R. Russo & Associates, LLC Page 23HydroCAD® 10.00-25 s/n 05524 © 2019 HydroCAD Software Solutions LLC Primary OutFlow Max=1.78 cfs @ 12.23 hrs HW=306.23' TW=305.35' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.78 cfs @ 2.91 fps) Summary for Pond 3Y: YD3 Inflow Area = 1.317 ac, 9.23% Impervious, Inflow Depth > 1.93" for 10-Year event Inflow = 2.36 cfs @ 12.22 hrs, Volume= 0.211 af Outflow = 2.36 cfs @ 12.27 hrs, Volume= 0.211 af, Atten= 0%, Lag= 3.0 min Primary = 2.36 cfs @ 12.27 hrs, Volume= 0.211 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 305.38' @ 12.27 hrs Flood Elev= 310.50' Device Routing Invert Outlet Devices #1 Primary 304.50'12.0" Round Culvert L= 89.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 304.50' / 303.50' S= 0.0112 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf Primary OutFlow Max=2.31 cfs @ 12.27 hrs HW=305.37' TW=304.28' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.31 cfs @ 3.18 fps) Summary for Pond 4Y: YD4 Inflow Area = 1.707 ac, 9.49% Impervious, Inflow Depth > 1.95" for 10-Year event Inflow = 2.93 cfs @ 12.26 hrs, Volume= 0.277 af Outflow = 2.93 cfs @ 12.31 hrs, Volume= 0.277 af, Atten= 0%, Lag= 3.0 min Primary = 2.93 cfs @ 12.31 hrs, Volume= 0.277 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 304.31' @ 12.33 hrs Flood Elev= 308.50' Device Routing Invert Outlet Devices #1 Primary 303.20'15.0" Round Culvert L= 19.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 303.20' / 303.00' S= 0.0105 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf Primary OutFlow Max=2.78 cfs @ 12.31 hrs HW=304.30' TW=304.02' (Dynamic Tailwater) 1=Culvert (Outlet Controls 2.78 cfs @ 3.23 fps) Summary for Pond 5C: CB1 Inflow Area = 0.224 ac, 77.99% Impervious, Inflow Depth > 3.97" for 10-Year event Inflow = 1.01 cfs @ 12.07 hrs, Volume= 0.074 af Outflow = 1.01 cfs @ 12.12 hrs, Volume= 0.074 af, Atten= 0%, Lag= 3.0 min Primary = 1.01 cfs @ 12.12 hrs, Volume= 0.074 af Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev1 Printed 4/7/2020Prepared by J.R. Russo & Associates, LLC Page 24HydroCAD® 10.00-25 s/n 05524 © 2019 HydroCAD Software Solutions LLC Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 305.60' @ 12.12 hrs Flood Elev= 308.63' Device Routing Invert Outlet Devices #1 Primary 305.10'15.0" Round Culvert L= 21.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 305.10' / 304.90' S= 0.0095 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf Primary OutFlow Max=0.97 cfs @ 12.12 hrs HW=305.59' TW=303.88' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.97 cfs @ 3.23 fps) Summary for Pond 6C: CB2 Inflow Area = 2.152 ac, 24.60% Impervious, Inflow Depth > 2.40" for 10-Year event Inflow = 3.77 cfs @ 12.28 hrs, Volume= 0.430 af Outflow = 3.77 cfs @ 12.33 hrs, Volume= 0.430 af, Atten= 0%, Lag= 3.0 min Primary = 3.77 cfs @ 12.33 hrs, Volume= 0.430 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 304.04' @ 12.33 hrs Flood Elev= 308.63' Device Routing Invert Outlet Devices #1 Primary 303.00'15.0" Round Culvert L= 88.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 303.00' / 300.60' S= 0.0273 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf Primary OutFlow Max=3.74 cfs @ 12.33 hrs HW=304.03' TW=301.73' (Dynamic Tailwater) 1=Culvert (Inlet Controls 3.74 cfs @ 3.46 fps) Summary for Pond 7Y: YD5 Inflow Area = 0.334 ac, 12.10% Impervious, Inflow Depth > 2.10" for 10-Year event Inflow = 0.70 cfs @ 12.15 hrs, Volume= 0.059 af Outflow = 0.70 cfs @ 12.20 hrs, Volume= 0.059 af, Atten= 0%, Lag= 3.0 min Primary = 0.70 cfs @ 12.20 hrs, Volume= 0.059 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 301.82' @ 12.29 hrs Flood Elev= 306.50' Device Routing Invert Outlet Devices #1 Primary 301.00'8.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 301.00' / 300.80' S= 0.0100 '/' Cc= 0.900 n= 0.010, Flow Area= 0.35 sf Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev1 Printed 4/7/2020Prepared by J.R. Russo & Associates, LLC Page 25HydroCAD® 10.00-25 s/n 05524 © 2019 HydroCAD Software Solutions LLC Primary OutFlow Max=0.28 cfs @ 12.20 hrs HW=301.69' TW=301.67' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.28 cfs @ 0.96 fps) Summary for Pond 8T: T5 Inflow Area = 2.486 ac, 22.92% Impervious, Inflow Depth > 2.35" for 10-Year event Inflow = 4.24 cfs @ 12.31 hrs, Volume= 0.488 af Outflow = 4.24 cfs @ 12.36 hrs, Volume= 0.488 af, Atten= 0%, Lag= 3.0 min Primary = 4.24 cfs @ 12.36 hrs, Volume= 0.488 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 301.73' @ 12.36 hrs Device Routing Invert Outlet Devices #1 Primary 300.60'15.0" Round Culvert L= 88.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 300.60' / 298.20' S= 0.0273 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf Primary OutFlow Max=4.23 cfs @ 12.36 hrs HW=301.73' TW=299.59' (Dynamic Tailwater) 1=Culvert (Inlet Controls 4.23 cfs @ 3.62 fps) Summary for Pond 9Y: YD6 Inflow Area = 0.282 ac, 14.35% Impervious, Inflow Depth > 2.10" for 10-Year event Inflow = 0.59 cfs @ 12.15 hrs, Volume= 0.049 af Outflow = 0.59 cfs @ 12.20 hrs, Volume= 0.049 af, Atten= 0%, Lag= 3.0 min Primary = 0.59 cfs @ 12.20 hrs, Volume= 0.049 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 299.72' @ 12.32 hrs Flood Elev= 304.50' Device Routing Invert Outlet Devices #1 Primary 299.00'8.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 299.00' / 298.80' S= 0.0100 '/' Cc= 0.900 n= 0.010, Flow Area= 0.35 sf Primary OutFlow Max=0.23 cfs @ 12.20 hrs HW=299.52' TW=299.49' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.23 cfs @ 1.08 fps) Summary for Pond 10C: CB3 Inflow Area = 0.150 ac, 76.78% Impervious, Inflow Depth > 3.97" for 10-Year event Inflow = 0.67 cfs @ 12.07 hrs, Volume= 0.049 af Outflow = 0.67 cfs @ 12.12 hrs, Volume= 0.049 af, Atten= 0%, Lag= 3.0 min Primary = 0.67 cfs @ 12.12 hrs, Volume= 0.049 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev1 Printed 4/7/2020Prepared by J.R. Russo & Associates, LLC Page 26HydroCAD® 10.00-25 s/n 05524 © 2019 HydroCAD Software Solutions LLC Peak Elev= 301.40' @ 12.12 hrs Flood Elev= 304.48' Device Routing Invert Outlet Devices #1 Primary 301.00'15.0" Round Culvert L= 21.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 301.00' / 300.80' S= 0.0095 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf Primary OutFlow Max=0.65 cfs @ 12.12 hrs HW=301.39' TW=299.19' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.65 cfs @ 2.99 fps) Summary for Pond 11C: CB4 Inflow Area = 3.065 ac, 27.87% Impervious, Inflow Depth > 2.50" for 10-Year event Inflow = 5.39 cfs @ 12.23 hrs, Volume= 0.639 af Outflow = 5.39 cfs @ 12.28 hrs, Volume= 0.639 af, Atten= 0%, Lag= 3.0 min Primary = 5.39 cfs @ 12.28 hrs, Volume= 0.639 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 299.66' @ 12.28 hrs Flood Elev= 304.48' Device Routing Invert Outlet Devices #1 Primary 298.20'15.0" Round Culvert L= 83.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 298.20' / 297.30' S= 0.0108 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf Primary OutFlow Max=5.36 cfs @ 12.28 hrs HW=299.65' TW=298.22' (Dynamic Tailwater) 1=Culvert (Inlet Controls 5.36 cfs @ 4.37 fps) Summary for Pond 12Y: YD7 Inflow Area = 0.221 ac, 12.26% Impervious, Inflow Depth > 2.10" for 10-Year event Inflow = 0.47 cfs @ 12.15 hrs, Volume= 0.039 af Outflow = 0.47 cfs @ 12.20 hrs, Volume= 0.039 af, Atten= 0%, Lag= 3.0 min Primary = 0.47 cfs @ 12.20 hrs, Volume= 0.039 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 298.41' @ 12.20 hrs Flood Elev= 301.50' Device Routing Invert Outlet Devices #1 Primary 298.00'8.0" Round Culvert L= 23.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 298.00' / 297.80' S= 0.0087 '/' Cc= 0.900 n= 0.010, Flow Area= 0.35 sf Primary OutFlow Max=0.47 cfs @ 12.20 hrs HW=298.41' TW=298.06' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.47 cfs @ 2.93 fps) Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev1 Printed 4/7/2020Prepared by J.R. Russo & Associates, LLC Page 27HydroCAD® 10.00-25 s/n 05524 © 2019 HydroCAD Software Solutions LLC Summary for Pond 13C: CB5 Inflow Area = 3.374 ac, 28.40% Impervious, Inflow Depth > 2.52" for 10-Year event Inflow = 5.98 cfs @ 12.27 hrs, Volume= 0.709 af Outflow = 5.98 cfs @ 12.32 hrs, Volume= 0.709 af, Atten= 0%, Lag= 3.0 min Primary = 5.98 cfs @ 12.32 hrs, Volume= 0.709 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 298.27' @ 12.35 hrs Flood Elev= 302.90' Device Routing Invert Outlet Devices #1 Primary 297.00'18.0" Round Culvert L= 216.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 297.00' / 295.80' S= 0.0056 '/' Cc= 0.900 n= 0.010, Flow Area= 1.77 sf Primary OutFlow Max=5.74 cfs @ 12.32 hrs HW=298.26' TW=296.96' (Dynamic Tailwater) 1=Culvert (Outlet Controls 5.74 cfs @ 4.91 fps) Summary for Pond 14C: CB6 Inflow Area = 0.099 ac,100.00% Impervious, Inflow Depth > 4.75" for 10-Year event Inflow = 0.49 cfs @ 12.07 hrs, Volume= 0.039 af Outflow = 0.49 cfs @ 12.12 hrs, Volume= 0.039 af, Atten= 0%, Lag= 3.0 min Primary = 0.49 cfs @ 12.12 hrs, Volume= 0.039 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 297.04' @ 12.53 hrs Flood Elev= 299.51' Device Routing Invert Outlet Devices #1 Primary 296.00'18.0" Round Culvert L= 21.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 296.00' / 295.80' S= 0.0095 '/' Cc= 0.900 n= 0.010, Flow Area= 1.77 sf Primary OutFlow Max=0.00 cfs @ 12.12 hrs HW=296.51' TW=296.56' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond 15C: CB7 Inflow Area = 4.073 ac, 30.43% Impervious, Inflow Depth > 2.59" for 10-Year event Inflow = 7.08 cfs @ 12.30 hrs, Volume= 0.879 af Outflow = 7.08 cfs @ 12.35 hrs, Volume= 0.879 af, Atten= 0%, Lag= 3.0 min Primary = 7.08 cfs @ 12.35 hrs, Volume= 0.879 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 297.04' @ 12.48 hrs Flood Elev= 299.50' Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev1 Printed 4/7/2020Prepared by J.R. Russo & Associates, LLC Page 28HydroCAD® 10.00-25 s/n 05524 © 2019 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 295.60'24.0" Round Culvert L= 96.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 295.60' / 295.12' S= 0.0050 '/' Cc= 0.900 n= 0.010, Flow Area= 3.14 sf Primary OutFlow Max=6.46 cfs @ 12.35 hrs HW=297.00' TW=296.49' (Dynamic Tailwater) 1=Culvert (Outlet Controls 6.46 cfs @ 3.87 fps) Summary for Pond 16Y: YD8 Inflow Area = 0.389 ac, 6.27% Impervious, Inflow Depth > 1.94" for 10-Year event Inflow = 0.75 cfs @ 12.15 hrs, Volume= 0.063 af Outflow = 0.75 cfs @ 12.20 hrs, Volume= 0.063 af, Atten= 0%, Lag= 3.0 min Primary = 0.75 cfs @ 12.20 hrs, Volume= 0.063 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 297.56' @ 12.20 hrs Flood Elev= 299.00' Device Routing Invert Outlet Devices #1 Primary 297.00'8.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 297.00' / 296.80' S= 0.0100 '/' Cc= 0.900 n= 0.010, Flow Area= 0.35 sf Primary OutFlow Max=0.75 cfs @ 12.20 hrs HW=297.55' TW=296.74' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.75 cfs @ 3.27 fps) Summary for Pond 18D: DMH1 Inflow Area = 4.073 ac, 30.43% Impervious, Inflow Depth > 2.59" for 10-Year event Inflow = 7.08 cfs @ 12.35 hrs, Volume= 0.878 af Outflow = 7.08 cfs @ 12.40 hrs, Volume= 0.878 af, Atten= 0%, Lag= 3.0 min Primary = 7.08 cfs @ 12.40 hrs, Volume= 0.878 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 296.66' @ 12.61 hrs Flood Elev= 300.10' Device Routing Invert Outlet Devices #1 Primary 295.12'24.0" Round Culvert L= 187.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 295.12' / 294.19' S= 0.0050 '/' Cc= 0.900 n= 0.010, Flow Area= 3.14 sf Primary OutFlow Max=6.41 cfs @ 12.40 hrs HW=296.57' TW=295.98' (Dynamic Tailwater) 1=Culvert (Outlet Controls 6.41 cfs @ 3.68 fps) Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev1 Printed 4/7/2020Prepared by J.R. Russo & Associates, LLC Page 29HydroCAD® 10.00-25 s/n 05524 © 2019 HydroCAD Software Solutions LLC Summary for Pond 19P: POND Inflow Area = 7.660 ac, 18.97% Impervious, Inflow Depth > 2.28" for 10-Year event Inflow = 10.87 cfs @ 12.39 hrs, Volume= 1.457 af Outflow = 5.39 cfs @ 12.82 hrs, Volume= 1.321 af, Atten= 50%, Lag= 26.1 min Primary = 5.39 cfs @ 12.82 hrs, Volume= 1.321 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Starting Elev= 294.00' Surf.Area= 14,379 sf Storage= 7,134 cf Peak Elev= 296.31' @ 12.82 hrs Surf.Area= 24,130 sf Storage= 30,584 cf (23,450 cf above start) Plug-Flow detention time= 186.8 min calculated for 1.157 af (79% of inflow) Center-of-Mass det. time= 81.6 min ( 924.6 - 843.0 ) Volume Invert Avail.Storage Storage Description #1 291.50' 2,667 cf Permanent Pool (Prismatic) Listed below (Recalc) #2 291.50' 2,013 cf Forebay (Prismatic) Listed below (Recalc) #3 293.50' 2,454 cf Permanant Pool Above 293.5 (Prismatic) Listed below (Recalc) #4 294.00' 63,354 cf Extended Detention (Prismatic) Listed below (Recalc) 70,487 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 291.50 558 0 0 292.00 909 367 367 293.50 2,158 2,300 2,667 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 291.50 478 0 0 292.00 706 296 296 293.50 1,583 1,717 2,013 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 293.50 4,497 0 0 294.00 5,319 2,454 2,454 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 294.00 5,319 0 0 295.00 9,203 7,261 7,261 296.00 14,199 11,701 18,962 298.00 19,881 34,080 53,042 298.50 21,365 10,312 63,354 Device Routing Invert Outlet Devices #1 Primary 289.50'15.0" Round Culvert L= 33.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 289.50' / 289.00' S= 0.0152 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev1 Printed 4/7/2020Prepared by J.R. Russo & Associates, LLC Page 30HydroCAD® 10.00-25 s/n 05524 © 2019 HydroCAD Software Solutions LLC #2 Device 1 294.00'Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 1.50 1.50 2.80 Width (feet) 0.00 0.58 1.25 1.25 #3 Device 1 297.50'16.0" x 48.0" Horiz. Orifice/Grate C= 0.600 in 19.4" x 72.0" Grate (55% open area) Limited to weir flow at low heads Primary OutFlow Max=5.38 cfs @ 12.82 hrs HW=296.31' TW=290.44' (Dynamic Tailwater) 1=Culvert (Passes 5.38 cfs of 14.31 cfs potential flow) 2=Custom Weir/Orifice (Weir Controls 5.38 cfs @ 3.73 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 20D: DMH2 Inflow Area = 7.660 ac, 18.97% Impervious, Inflow Depth > 2.07" for 10-Year event Inflow = 5.39 cfs @ 12.82 hrs, Volume= 1.319 af Outflow = 5.39 cfs @ 12.87 hrs, Volume= 1.319 af, Atten= 0%, Lag= 3.0 min Primary = 5.39 cfs @ 12.87 hrs, Volume= 1.319 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 290.46' @ 12.87 hrs Flood Elev= 299.50' Device Routing Invert Outlet Devices #1 Primary 289.00'15.0" Round Culvert L= 241.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 289.00' / 285.90' S= 0.0129 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf Primary OutFlow Max=5.38 cfs @ 12.87 hrs HW=290.45' TW=287.42' (Dynamic Tailwater) 1=Culvert (Inlet Controls 5.38 cfs @ 4.38 fps) Summary for Pond 21C: CB9 Inflow Area = 0.393 ac, 24.92% Impervious, Inflow Depth > 2.36" for 10-Year event Inflow = 0.73 cfs @ 12.12 hrs, Volume= 0.077 af Outflow = 0.73 cfs @ 12.17 hrs, Volume= 0.077 af, Atten= 0%, Lag= 3.0 min Primary = 0.73 cfs @ 12.17 hrs, Volume= 0.077 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 287.43' @ 12.96 hrs Flood Elev= 289.30' Device Routing Invert Outlet Devices #1 Primary 286.10'15.0" Round Culvert L= 22.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 286.10' / 285.90' S= 0.0091 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf Primary OutFlow Max=0.59 cfs @ 12.17 hrs HW=286.66' TW=286.58' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.59 cfs @ 1.61 fps) Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev1 Printed 4/7/2020Prepared by J.R. Russo & Associates, LLC Page 31HydroCAD® 10.00-25 s/n 05524 © 2019 HydroCAD Software Solutions LLC Summary for Pond 22C: CB10 Inflow Area = 8.226 ac, 20.06% Impervious, Inflow Depth > 2.10" for 10-Year event Inflow = 5.59 cfs @ 12.86 hrs, Volume= 1.442 af Outflow = 5.59 cfs @ 12.91 hrs, Volume= 1.442 af, Atten= 0%, Lag= 3.0 min Primary = 5.59 cfs @ 12.91 hrs, Volume= 1.442 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 287.43' @ 12.91 hrs Flood Elev= 289.30' Device Routing Invert Outlet Devices #1 Primary 285.90'15.0" Round Culvert L= 15.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 285.90' / 285.70' S= 0.0133 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf Primary OutFlow Max=5.58 cfs @ 12.91 hrs HW=287.43' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 5.58 cfs @ 4.74 fps) Summary for Pond 24P: DMH1A Inflow Area = 4.073 ac, 30.43% Impervious, Inflow Depth > 2.58" for 10-Year event Inflow = 7.08 cfs @ 12.40 hrs, Volume= 0.877 af Outflow = 7.08 cfs @ 12.45 hrs, Volume= 0.877 af, Atten= 0%, Lag= 3.0 min Primary = 7.08 cfs @ 12.45 hrs, Volume= 0.877 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 296.37' @ 12.75 hrs Flood Elev= 301.00' Device Routing Invert Outlet Devices #1 Primary 294.19'24.0" Round Culvert L= 21.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 294.19' / 294.00' S= 0.0090 '/' Cc= 0.900 n= 0.010, Flow Area= 3.14 sf Primary OutFlow Max=5.19 cfs @ 12.45 hrs HW=296.09' TW=295.97' (Dynamic Tailwater) 1=Culvert (Inlet Controls 5.19 cfs @ 1.69 fps) Summary for Pond 25P: YD9 Inflow Area = 0.295 ac, 0.00% Impervious, Inflow Depth > 1.57" for 10-Year event Inflow = 0.44 cfs @ 12.16 hrs, Volume= 0.039 af Outflow = 0.44 cfs @ 12.21 hrs, Volume= 0.039 af, Atten= 0%, Lag= 3.0 min Primary = 0.44 cfs @ 12.21 hrs, Volume= 0.039 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 287.43' @ 13.01 hrs Flood Elev= 289.00' Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev1 Printed 4/7/2020Prepared by J.R. Russo & Associates, LLC Page 32HydroCAD® 10.00-25 s/n 05524 © 2019 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 286.30'12.0" Round Culvert L= 2.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 286.30' / 286.10' S= 0.1000 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf Primary OutFlow Max=0.34 cfs @ 12.21 hrs HW=286.74' TW=286.69' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.34 cfs @ 1.52 fps) Summary for Link 23P: POST Inflow Area = 8.226 ac, 20.06% Impervious, Inflow Depth > 2.10" for 10-Year event Inflow = 5.59 cfs @ 12.91 hrs, Volume= 1.440 af Primary = 5.59 cfs @ 12.96 hrs, Volume= 1.440 af, Atten= 0%, Lag= 3.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT E – Pipe Sizing Chart TcTti10Q10FROM TOWoods (C=0.15)Lawn (C=0.35)Imp. (C=0.9)INC TOTAL (min.) (min.) (in/hr) (cfs) DIA. Length Slope Qfull VfullYD1 YD2 6,916 18,098 2,045 0.211 0.211 10.0 0.4 5.26 1.1 12 92 0.54 2.8 3.6YD2 YD3 3,794 10,852 1,760 0.137 0.348 10.4 0.3 5.16 1.8 12 89 1.12 4.1 5.2YD3 YD4 1,408 10,991 1,490 0.124 0.472 10.7 0.3 5.10 2.4 12 89 1.12 4.1 5.2YD4 CB2 1,905 13,347 1,760 0.150 0.622 11.0 0.1 5.03 3.1 15 19 1.05 7.2 5.9CB1 CB2 2,152 7,624 0.175 0.175 5.0 0.1 7.43 1.3 15 21 0.95 6.8 5.6CB2 T5 1,215 8,376 0.183 0.980 11.0 0.2 5.02 4.9 15 88 2.73 11.69.4YD5 T5 12,782 1,760 0.139 0.139 10.0 0.1 5.26 0.7 8 20 1.00 1.3 3.8T5 CB40.000 1.119 11.2 0.2 4.99 5.6 15 88 2.73 11.6 9.4CB3 CB4 1,513 5,003 0.116 0.116 5.0 0.1 7.43 0.9 15 21 0.95 6.8 5.6YD6 CB4 10,505 1,760 0.121 0.121 10.0 0.1 5.26 0.6 8 20 1.00 1.33.8CB4 CB5 822 5,636 0.123 1.478 11.4 0.2 4.67 6.9 15 83 1.08 7.3 5.9YD7 CB5 8,464 1,183 0.092 0.092 10.0 0.1 5.26 0.5 8 23 0.87 1.2 3.5CB5 CB7 449 3,345 0.073 1.643 11.6 0.7 4.90 8.0 18 216 0.56 8.5 4.8CB6 CB7 4,327 0.089 0.089 5.0 0.1 6.40 0.6 18 21 0.95 11.1 6.3YD8 CB7 966 14,933 1,063 0.145 0.145 10.0 0.1 5.26 0.8 8 20 1.001.3 3.8CB7 DMH1 2,334 6,861 0.161 2.039 12.3 0.3 4.73 9.6 24 96 0.50 17.4 5.5DMH1 DMH1A0.000 2.039 12.3 0.6 4.73 9.6 24 187 0.50 17.4 5.5DMH1A CB80.000 2.039 12.3 0.0 4.73 9.6 24 21 0.90 23.3 7.4CB8 DMH2 53,633 87,899 14,695 1.195 3.233 60.0 0.1 1.76 5.7 1533 1.52 8.6 7.0DMH2 CB100.000 3.233 60.1 0.6 1.76 5.7 15 241 1.19 7.6 6.2YD9 CB9 5,533 7,309 0.078 0.078 10.0 0.0 5.26 0.4 12 2 4.99 8.6 11.0CB9 CB10 4,263 0.088 0.166 10.0 0.1 5.26 0.9 15 22 0.77 6.2 5.0CB10 Abbe 690 2,558 4,323 0.112 3.511 60.7 0.0 1.75 6.2 15 15 1.17 7.6 6.214,989108,45753,9932.039PIPE GEOMETRYSTRUCTUREPIPE SIZING CHARTKilkenney Heights II - Open Space Subdivision (13-Lots), Maskel Road, South Windsor, CTAxCAREA (S.F.)J.R. Russo Associates, LLCSheet 1 of 1Rev. 3/23/20 Maskel Road & Abbe RoadSouth Windsor, Connecticut Kilkenny Heights II Special Permit & Open Space Subdivision Application Open Space Subdivision SIGHT LINE PROFILE TO NORTH GEOTEXTILE SILT FENCE (GSF) ANTI-TRACKING EXIT PAD DETAIL (CE) FILTER FABRIC SILT BARRIER AT TYPE "C" CATCH BASIN SILT SOCK (ALTERNATE SEDIMENT BARRIER) SPECIFICATIONS Mechanical Sweeping Water Non-Asphaltic Soil Tackifier MAINTENANCE (DC) 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) SPECIFICATIONS Time Of Year Site Preparation Seed Selection Seedbed Preparation Seed Application Mulching MAINTENANCE (PS) CB GRATE INLET PROTECTION (SILT SACK) STAKED HAYBALE & WOODCHIP FILTER S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022 Details.dwg, 4/7/2020 2:55:08 PM, 1:40 DRAIN TRENCH DETAIL BITUMINOUS CURB TYPE "C" CATCH BASIN TEMPORARY SEDIMENT TRAP (TST) YARD DRAIN DETAILRESIDENTIAL ROAD CROSS SECTION (DOT TYPE 4e) TYPICAL SIDEWALK DETAIL SIDEWALK RAMP DETAIL GENERAL NOTE REGARDING DETAILS: ALL MATERIALS SHALL CONFORM TO CT DOT FORM 817, LATEST EDITION, UNLESS OTHERWISE NOTED. OUTLET STRUCTURE GABION/WOOD CHIP FILTER STORMWATER POND ACCESS DRIVE S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022 Details.dwg, 3/23/2020 5:00:10 PM, 1:40 STREET TREE PLANTING EVERGREEN TREE PLANTING SHRUB PLANTING PERMANENT PAVEMENT PATCH TRENCH SECTION TYPICAL SANITARY SEWER GENERAL NOTE REGARDING DETAILS: ALL MATERIALS SHALL CONFORM TO CT DOT FORM 817, LATEST EDITION, UNLESS OTHERWISE NOTED. POCKET POND STORMWATER BASIN (NOT TO SCALE) NOTE: 1 4 2 5 3 EROSION CONTROL MAT STONE CHECK DAM STORM/SEWER MANHOLE BINDER PAVEMENT AROUND CATCH BASINS SANITARY SEWER MANHOLE S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022 Details.dwg, 4/7/2020 4:25:01 PM, 1:40 Page 1 of 2 September 1, 2020 Michele R. Lipe, AICP Director of Planning Town of South Windsor 1540 Sullivan Avenue South Windsor, CT 06074 Re: Mannarino Builders – Special Exception/Subdivision Application Kilkenney Heights II – Open Space Subdivision 248 Maskel Road & R024 Abbe Road Dear Michele, In response to ongoing staff comments and feedback from the first public hearing regarding the above referenced application, enclosed for your review are revised plans dated 8/26/20 and supporting documents. The following is a summary of the supporting documents and plan changes: A. In response to questions about trip generation at the new intersection of Maskel Road and Abbe Road, our traffic consultant, Tessera Engineering, prepared a report dated 9/1/20 which estimates only 10 or 11 trips will use the new intersection during the peak hour. B. In response to a comment regarding bald eagles on site, our biologist consultant, REMA Ecological Services, LLC, visited the site and provided a report dated 8/31/20 concluding that the site is not suitable habitat for bald eagle breeding, nor were any nests found on the property. C. A gutter flow analysis and grate inlet capacity calculations were requested by the Town Engineer and a summary table is enclosed as a supplement to the previously submitted Drainage Report. D. The Plan Set has been revised either in this latest revision or the previous 8/12/20 revision to address comments from the Town Engineer’s 8/10/20 memo as follows: 1) Notes were added to sheet 6 requiring the north, west and south property lines to be staked prior to start of construction. 2) The intersection radius at Abbe Road was increased to 35’ and labeled as such on the intersection grading plan (sheet 7). Re: Mannarino Builders – Special Exception/Subdivision Application Kilkenney Heights II – Open Space Subdivision 248 Maskel Road & R024 Abbe Road Page 2 of 2 3) A plan view was added to the roadway profile (sheets 9 & 10). 4) The line type scale was corrected on the profile (sheets 9 & 10) so that the existing centerline grade is now legible. 5) The 15” ACCMP in Abbe Road will be video inspected with DPW next week. The Developer will work with the Town to coordinate any repairs or improvements with the proposed work. 6) A catch basin (2A) was added to connect the YD between lots 8 & 9 as requested (see sheet 8 & 9). 7) A note was added to sheet 6 requiring Lot 6 driveway to remain under 10%. 8) A gutter flow analysis has been provided demonstrating that CB 6 & 7 will contain runoff without overtopping the crest of the hill. These catch basins were also increased to double structures to reduce flooding to less than half a lane width. 9) The intersection with Abbe Road was raised approximately 15” to provide the full intersection sight distance of 445’ looking north. The sight distance looking south already exceeded 445’. The sightline plan (sheet 12) has been updated accordingly. The intersection grading plan (sheet 7) has been reoriented and expanded to show regrading of approximately 240’ of Abbe Road. A vertical realignment plan & profile for Abbe Road (sheet 11) is also added to the plan set. 10) The applicant agrees to a condition of approval that street light type, number and location will be determined after discussions with Planning, Police and Eversource Electric. 11) In discussion with the Town Engineer we agree the Drainage Report is complete with the addition of the gutter flow analysis. 12) The footing drain for Lot 4 was redirected as requested and a note was added to sheet 8 indicating a backflow preventer for Lot 6 footing drain. 13) The applicant agrees to a condition of approval that WPCA approval is required prior to start of construction. 14) The applicant agrees to a condition of approval that all details will conform to the Town standard details. No specific deviations have been noted. We trust staff and Commission have sufficient information to approve this project but if you have any questions or require additional information, please email or call. Sincerely, Dana Steele, P.E. J.R. Russo & Associates, LLC Maskel Road & Abbe RoadSouth Windsor, Connecticut Kilkenny Heights II Special Permit & Open Space Subdivision Application Open Space Subdivision GEOTEXTILE SILT FENCE (GSF) ANTI-TRACKING EXIT PAD DETAIL (CE) FILTER FABRIC SILT BARRIER AT TYPE "C" CATCH BASIN SILT SOCK (ALTERNATE SEDIMENT BARRIER) SPECIFICATIONS Mechanical Sweeping Water Non-Asphaltic Soil Tackifier MAINTENANCE (DC) 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) SPECIFICATIONS Time Of Year Site Preparation Seed Selection Seedbed Preparation Seed Application Mulching MAINTENANCE (PS) CB GRATE INLET PROTECTION (SILT SACK) STAKED HAYBALE & WOODCHIP FILTER S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022 Details.dwg, 8/31/2020 3:45:00 PM, 1:40 DRAIN TRENCH DETAIL BITUMINOUS CURB TYPE "C" CATCH BASIN TEMPORARY SEDIMENT TRAP (TST) YARD DRAIN DETAILRESIDENTIAL ROAD CROSS SECTION (DOT TYPE 4e) TYPICAL SIDEWALK DETAIL SIDEWALK RAMP DETAIL GENERAL NOTE REGARDING DETAILS: ALL MATERIALS SHALL CONFORM TO CT DOT FORM 817, LATEST EDITION, UNLESS OTHERWISE NOTED. OUTLET STRUCTURE GABION/WOOD CHIP FILTER STORMWATER POND ACCESS DRIVE S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022 Details.dwg, 8/31/2020 3:44:41 PM, 1:40 STREET TREE PLANTING EVERGREEN TREE PLANTING SHRUB PLANTING PERMANENT PAVEMENT PATCH TRENCH SECTION TYPICAL SANITARY SEWER GENERAL NOTE REGARDING DETAILS: ALL MATERIALS SHALL CONFORM TO CT DOT FORM 817, LATEST EDITION, UNLESS OTHERWISE NOTED. POCKET POND STORMWATER BASIN (NOT TO SCALE) NOTE: 1 4 2 5 3 EROSION CONTROL MAT STONE CHECK DAM STORM/SEWER MANHOLE BINDER PAVEMENT AROUND CATCH BASINS SANITARY SEWER MANHOLE DOUBLE GRATE TYPE II TYPE "CL" CATCH BASIN S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022 Details.dwg, 8/31/2020 3:57:31 PM, 1:40 September 1, 2020 Mannarino Builders, Inc. Robert Mannarino 400 Chapel Road, unit 3-F South Windsor, Ct. 06074 RE:Trip Generation Summary Abbe Road and Maskel Road –South Windsor, CT Dear Rob, Tessera Engineering has prepared this trip generation summary for the proposed housing development to be accessed via Abbe Road and Maskel Road in South Windsor, Connecticut. Mannarino Builders proposes to construct 13 single-family homes on the subject property which currently contains one single-family home, for a total of 12 new single- family homes. Trip Generation for these homes was determined using the 10th edition of the Institute of Transportation Engineers’ publication Trip Generation. This publication serves as the industry-standard reference for determining trip generation. Land Use Code 210 (Single Family Detached Housing) was used to calculate the anticipated trips generated by the 12 additional single-family homes. A total of 13 trips (3 entering, 10 exiting) is anticipated during the morning peak hour of adjacent street traffic, and a total of 13 trips (8 entering, 5 exiting, is expected during the afternoon peak hour of adjacent street traffic. Due to an increase in working from home and a general reduction in vehicle trips, traffic volumes during the COVID-19 pandemic are lower than usual.The trip Generation rates for Land Use Code 210 (Single-Family Detached Housing) were used as a conservative means to estimate volumes to and from the 38 existing single-family homes on Maskel Road.The anticipated trips generated by the existing and proposed single-family homes are summarized in the table below and in the attached Figures 1 and 2. Morning Peak Hour Afternoon Peak Hour Entering Exiting Total Entering Exiting Total 12 New Single- Family Homes 3 10 13 8 5 13 38 Existing Single-Family Homes 8 24 32 25 15 40 The site generated trips were distributed to the network based on the assumption that most of the site traffic travels to and from the commercial development and highway Page 2 of 2 September 1, 2020 and access to Route 84 to the south. Land uses north of the site are primarily residential.Eighty percent of the trips to and from Maskel Road are assumed to use Garnet Lane to the south, and 20% are assumed to use the new Maskel Road extension to the north. The distribution is shown in the attached Figure 3. Existing traffic to and from Maskel Road accesses Abbe Road via Garnet Lane. With the extension of Maskel Road, vehicles traveling to and from the south will continue to use Garnet Lane. Vehicles traveling to and from the north will enter Maskel Road from its new intersection with Abbe Road. This is shown in the attached Figure 4. The combined trips from the existing and proposed single-family homes on Maskel Road are shown in Figure 5. With the addition of 12 single-family homes, approximately 10 vehicles are expected to use the Maskel Road extension during the morning peak hour, and 11 vehicles during the afternoon peak hour. It is my professional opinion that with the proposed grading at the intersection of Abbe Road at Maskel Road to improve the sight distance to meet the required minimum, the addition of 12 single-family homes will not have a significant impact to traffic operations on the surrounding road network. If you have any questions or require further information, please contact me at (203) 583-2134 or tschwartz@tesseraengineering.com. Sincerely, Tessera Engineering Theresa Schwartz, PE, PTOE Principal ● Ecology ● Soil & Wetland Studies ● Water Quality Monitoring ● GPS ● Environmental Planning & Management ● Ecological Restoration & Habitat Mitigation ● Aquatic, Wildlife and Listed Species Surveys ● Application Reviews ● Permitting & Compliance Rema Ecological Services, LLC ● 164 East Center Street, Suite 8, Manchester, CT 06040 ● 860.649-7362 ● www.remaecological.com August 31, 2020 Mannarino Builders, Inc. 400 Chapel Road, Unit 3-F South Windsor, CT 06704 ATTN: Mr. Rob Mannarino RE: OPEN SPACE SUBDIVISION Abbe Road & Maskel Road, South Windsor, CT REMA Job # 19-2189-SWN108 Dear Mr. Mannarino: At your request, on August 31st, 2020, REMA ECOLOGICAL SERVICES, LLC (REMA), conducted an inspection of the above-referenced site for the proposed Open Space subdivision. REMA’s primary objective was to search the site for the potential of nesting by bald eagle (Haliaeetus leucocephalus), reportedly observed by a neighboring property owner. The undersigned REMA wildlife biologist, spent a little over an hour at the site and within roughly 250 feet of the western portion of the site, searching for evidence of breeding by bald eagle (see attached search route). A third of that time was spent along the Eversource electric right-of-way, where the likelihood of observing raptors was highest. With the exception of one red-tailed hawk which was heard (but not seen) in the general environs, no other raptor was observed. The bald eagle, which is State-listed as “threatened,” will most often nest in mature forests adjacent to major rivers and other large bodies of water (i.e., lakes, reservoirs). Their “platform” nests, which are used year after year, are among the largest raptor nests, often 6 feet in diameter and 4 feet tall, thus they are easily spotted in large trees, such as conifers or Mr. Rob Mannarino RE: Proposed Open Space Subdivision, Abbe and Maskel Rds., S. Windsor, CT August 31, 2020 Page 2 Letter2-OpenSpaceSubdivision_MaskelRD-8-31-2020.docx deciduous trees with a branching habit (e.g., American sycamore), even in the off season (i.e., October to March). We should note, that in our experience with bald eagle, we have only observed nests associated with major bodies of water (e.g., Canton – Nepaug Reservoir; Suffield – Conn. River; Rocky Hill – Conn. River; Middlebury – Lake Quassapaug; Monroe – Housatonic River/Lake Zoar). Based on searching the largest birding database in Connecticut (i.e., eBird), there has been no sighting of bald eagle at the closest to the subject site “hot spot” (i.e., Frank Niederwerfer Wildlife Sanctuary) roughly half mile to the east. Bald eagle was observed at the two other closest “hot spots,” on May 20th, 2012, at the Major Donnely Park, and on March 11th, 2019, at the Ferry Lane “hot spot,” adjacent to the Connecticut River. We conclude that neither does the site present itself as suitable habitat for the breeding of bald eagle, nor was any evidence of breeding by this species observed. Please feel free to contact our office with any questions on the above. Respectfully submitted, REMA ECOLOGICAL SERVICES, LLC George T. Logan, MS, PWS, CSE Certified Senior Ecologist, Wildlife Biologist VIA -E-MAIL Attachment: Search Route Reference: Buehler, D. A. (2020). Bald Eagle (Haliaeetus leucocephalus), version 1.0. In Birds of the World (A. F. Poole and F. B. Gill, Editors). Cornell Lab of Ornithology, Ithaca, NY, USA. https://doi.org/10.2173/bow.baleag.01 StructureIncremental AC to InletTotal AC to InletQ10Longitudinal Slope (S)Cross Slope (Sx)Pavement Roughness (n)Width of Flow (T)Depth of Flow (d)Total Area of FlowArea BypassAC BypassCB10.1750.175 1.30 0.023 0.03125 0.015 5.03 0.16 0.396 0.212 0.093CB30.0580.151 1.12 0.023 0.03125 0.015 4.77 0.15 0.355 0.182 0.077CB70.1610.238 1.77 Sag 0.03125 5.96 0.19CB20.1830.183 1.36 0.023 0.03125 0.015 5.12 0.16 0.409 0.221 0.099CB2A0.0580.157 1.16 0.023 0.03125 0.015 4.83 0.15 0.365 0.189 0.081CB40.1230.204 1.52 0.023 0.03125 0.015 5.34 0.17 0.445 0.248 0.114CB50.0730.186 1.39 0.023 0.03125 0.015 5.16 0.16 0.415 0.226 0.101CB60.0890.191 1.42 Sag 0.03125 5.14 0.16A Area acres Taken from Pipe Sizing ChartC Runoff CoefficientTaken from Pipe Sizing ChartTc Time of Concentration 5 min. Assumedi10Rainfall Intensity 7.43 in/hr Taken from NOAA TableQ10Flow Rate (10-year storm) cfsQ=A x C x i10Wg Width of Grate 1.3541 ft Type C CB Grate InletP Weir perimeter of Grate 7.33 ft Type C Double Type II CB Grate InletCFSSafety Factor for Clogging 1 Type C CB with 0% cloggingCwWeir Coefficient 3T={Q10(n)/[0.56(Sx^1.67)(S^0.5)]}^0.3745Gutter flow width on declineT=[Q10(CFS)/Cw/P]^0.667/SxGutter flow width in sagKilkenny Heights II - Gutter Flow Analysis S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\Concept 12 Lots 9-14-2020.dwg Page 1 of 2 October 6, 2020 Michele R. Lipe, AICP Director of Planning Town of South Windsor 1540 Sullivan Avenue South Windsor, CT 06074 Re: Mannarino Builders – Special Exception/Subdivision Application Kilkenney Heights II – Open Space Subdivision 248 Maskel Road & R024 Abbe Road Dear Michele, As requested we have enclosed for your review final plans incorporating the redline changes presented and other comments discussed at the public hearing. Specifically, the plans now include: 1. The previous Lot 5 was eliminated reducing the development to 11 new lots in addition to the 1 existing lot for a total 12-Lot Open Space Subdivision. 2. Three gravel parking spaces were added to the town stormwater parcel A for open space parking. 3. The open space access strip was increased from 20’ to 25’. A waiver of the full 50’ width is still requested for reasons previously stated. The 10’ wide grass walking trail limits are now show on the plans. 4. The detention basin on the Town Parcel A was modified to provide a 25’ buffer along the western boundary. The enclosed stormwater report (Revised 10/1/20) has been updated to demonstrate design requirements are still met. Incidental to this change, catch basin 1 & 3 were changed to double structures. Catch basin 6 was reduced to a single structure and yard drain 8 on lot 5 was eliminated. The pipe from CB7 to the stormwater basin was reduced from 24” to 18” because of improved pipe slope. The pipe sizing chart and gutter flow analysis chart were updated accordingly. A type I double catch basin detail was added to sheet 15. 5. The conservation easement on lots 2 & 3 has been extended to the western property line as these lots now extend to the western abutter. Re: Mannarino Builders – Special Exception/Subdivision Application Kilkenney Heights II – Open Space Subdivision 248 Maskel Road & R024 Abbe Road Page 2 of 2 6. Twenty additional arborvitae plantings are proposed along the southern boundaries of lots 1 & 12 and a 4th spruce tree was added along the western boundary of lot 5. These trees as well as the previously proposed arborvitae along the north boundary of lot 6 are now within landscape conservation easements. 7. There is one fewer street tree due to the elimination of lot 5. One street tree is proposed in the stormwater parcel A. 8. A 70’ wide conservation easement is provided along the eastern boundary of lots 6-12. All the easements are hatched and labeled on the Resubdivision Plan (sheet 4) and the easement table has been updated. 9. The vertical sag curve in Abbe Road was increased in length to eliminate the tangent between curves on sheet 11. This is in response to the Town Engineer’s request. If you have any questions, please contact our office at 860-623-0569 or email me at dsteele@jrrusso.com. Sincerely, Dana Steele, P.E. J.R. Russo & Associates, LLC Maskel Road & Abbe RoadSouth Windsor, Connecticut Kilkenny Heights II Special Permit & Open Space Subdivision Application Open Space Subdivision S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022.dwg S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022.dwg S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022.dwg S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022.dwg S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022.dwg S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022.dwg S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022.dwg S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022.dwg S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022.dwg S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022.dwg S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022.dwg GEOTEXTILE SILT FENCE (GSF) ANTI-TRACKING EXIT PAD DETAIL (CE) FILTER FABRIC SILT BARRIER AT TYPE "C" CATCH BASIN SILT SOCK (ALTERNATE SEDIMENT BARRIER) SPECIFICATIONS Mechanical Sweeping Water Non-Asphaltic Soil Tackifier MAINTENANCE (DC) 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) SPECIFICATIONS Time Of Year Site Preparation Seed Selection Seedbed Preparation Seed Application Mulching MAINTENANCE (PS) CB GRATE INLET PROTECTION (SILT SACK) STAKED HAYBALE & WOODCHIP FILTER S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022 Details.dwg DRAIN TRENCH DETAIL BITUMINOUS CURB TYPE "C" CATCH BASIN TEMPORARY SEDIMENT TRAP (TST) YARD DRAIN DETAIL RESIDENTIAL ROAD CROSS SECTION (DOT TYPE 4e) TYPICAL SIDEWALK DETAIL SIDEWALK RAMP DETAIL GENERAL NOTE REGARDING DETAILS: ALL MATERIALS SHALL CONFORM TO CT DOT FORM 817, LATEST EDITION, UNLESS OTHERWISE NOTED.OUTLET STRUCTURE GABION/WOOD CHIP FILTER DOUBLE GRATE TYPE 1TYPE C CATCH BASIN S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022 Details.dwg STREET TREE PLANTING EVERGREEN TREE PLANTING SHRUB PLANTING PERMANENT PAVEMENT PATCH TRENCH SECTION TYPICAL SANITARY SEWER GENERAL NOTE REGARDING DETAILS: ALL MATERIALS SHALL CONFORM TO CT DOT FORM 817, LATEST EDITION, UNLESS OTHERWISE NOTED. POCKET POND STORMWATER BASIN (NOT TO SCALE) NOTE: 1 4 2 5 3 EROSION CONTROL MAT STONE CHECK DAM STORMWATER POND ACCESS DRIVE STORM/SEWER MANHOLE BINDER PAVEMENT AROUND CATCH BASINS SANITARY SEWER MANHOLE DOUBLE GRATE TYPE II TYPE "C" CATCH BASIN S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022 Details.dwg DRAINAGE REPORT KILKENNEY HEIGHTS II 13-Lot Open Space Subdivision Maskel Road & Abbe Road South Windsor, Connecticut December 20, 2019 Revised October 1, 2020 Prepare For: Mannarino Builders, Inc. 400 Chapel Road, unit 3-F South Windsor, Ct. 06074 Prepared By: Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT Contents Project Summary ....................................................................................................................................... - 3 - Property .................................................................................................................................................... - 3 - Soil Evaluation ........................................................................................................................................... - 3 - Hydraulic & Hydrologic Calculations ......................................................................................................... - 3 - Conclusion ................................................................................................................................................. - 6 - Appendix ................................................................................................................................................... - 7 -  A - Pre-Development Drainage Area Map, 1”= 100’ (11”x17” sheet)  B - Post-Development Drainage Area Map, 1”= 100’ (11”x17” sheet)  C - NOAA Rainfall Data, Web Soil Survey & Soil Descriptions  D - HydroCAD Pre & Post Analysis  E – Pipe Sizing Chart & Gutter Flow Analysis Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT Project Summary Mannarino Builders, Inc. proposes to construct a 13-Lot open space subdivision on Maskel Road and Abbe Road in South Windsor, Connecticut. 12.32 acres will be preserved as open space. Another 0.8 acres will be preserved by conservation easement. The development includes the extension of Maskel Road to Abbe Road and the construction of a stormwater collection, treatment and detention system including a stormwater pocket pond. This report analyzes the performance of this stormwater system and demonstrates compliance with the Town’s public improvement specifications for stormwater design. Property The subject parcel includes two lots totally 21.58 acres north of the Maskel Road cul-de-sac and east of Abbe Road. The subject parcel has frontage on both Maskel Road and Abbe Road. The property contains an intermittent watercourse in the northeast corner identified as Dry Brook. The parcel also contains an isolated wetland (8,866 s.f.) along the western boundary. A 175’ wide utility pole easement runs north and south along the east side of Maskel Road. The parcel slopes from east to west to the isolated wetland and then into a drainage ditch along the northern boundary where it discharges to the town drainage system in Abbe Road. Soil Evaluation The Web Soil Survey identifies the on-site soils as primarily Wapping Very Find Sandy Loam, which is classified as HSG C soil. The soils survey and descriptions are attached to the Appendix C of this report. Hydraulic & Hydrologic Calculations A stormwater pocket pond is proposed to provide treatment and detention of stormwater. The performance of the basin was analyzed using the SCS Unit Hydrograph Method and HydroCAD 10.00 software. The attached report details the results of this analysis. Rainfall depth for the 100, 25, 10 and 2-year design storms were taken from online NOAA Rainfall Data (Appendix C). Hydrographs for these storms were generated using a Type III, 24-hour rainfall and routed through the prosed basin. Runoff curve numbers were initially selected for pre-development and post-development conditions assuming HSG C soils. These curve numbers produced higher peak flow rates than Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT expected for pre-development conditions. Using typical C soil CN values for woods (70) produces a 10-year predevelopment peak flow of 9.98 cfs. The runoff from the site collects in a 15” ACCMP pipe on Abbe Road which does not have capacity for this flow. The Town Engineer was not aware of any reports of flooding at Abbe Road so it is unlikely this rate is reflective of actual conditions. Another indication that the typical C soil CN values are too high for this site is that a Rational Method analysis also produces lower peak rates. In accordance with the Town’s guidelines we prepared a Rational Method analysis of the roadway pipe network for initial pipe sizing purposes. This analysis produced a 10-year peak discharge to the stormwater basin of 9.2 cfs. Using the typical C soil CN values produces a peak flow of 13.03 cfs to the basin, an inconsistent result. To calibrate the hydrologic model, we selected CN values between the typical B and C soils as follows: Table 1 – CN Value Comparison Description B-Soils C-Soils Calibrated Soils Woods 55 70 61 Lawn 61 74 67 Wetlands (D soil) 77 Impervious 98 98 98 Using the calibrated CN values, the peak flows for predevelopment conditions were reduced from 9.98 cfs to 6.62 cfs which is more consistent with the observed conditions downstream. It also imposes a stricter limitation on discharge from the development. Using the calibrated CN values and an equivalent Tc produced a peak flow of 11.40 which matches the Rational Method analysis. This indicates the selected CN values are appropriate. Time of concentration for the existing conditions was calculated using sheet flow, shallow concentrated flow and open channel flow for the most remove travel path within each watershed. Since time of concentration is greatly influenced by sheet flow, we conservatively assumed a much longer sheet flow for existing conditions than for proposed conditions. Time of concentration for the smaller watersheds to each drainage structure were assumed to be 5 minutes for mostly paved areas and 10 minutes for mostly lawn areas. This is consistent with CT DOT Drainage Manual practices. The flow path for Tc calculation is depicted on the attached Pre and Post Development Drainage Area Maps in Appendix A&B. Pipes were sized for the 10-year storm to maintain at least 12” of freeboard below the structure top of frame. The Rational Method Pipe Sizing Chart comparing 10-year flow to pipe full flow capacity is attached for reference in Appendix E. But the HydroCAD report in Appendix D provides a comprehensive hydraulic grade analysis of the pipe system. Watershed areas for Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT each structure are depicted on the attached Post Development Drainage Area Map in Appendix B. To demonstrate compliance with the minimum freeboard requirement, the hydraulic analysis from the HydroCAD report is summarized in table 2 below. Table 2 – Hydraulic Grade Line Analysis (10-Year Storm) STR# TF HGL Freeboard YD#1 313.00 306.64 6.36 YD#2 309.38 306.24 3.14 YD#3 308.38 305.38 3.00 YD#4 307.39 304.32 3.07 CB#1 308.60 305.61 2.99 CB#2 308.60 304.04 4.56 YD#5 304.94 302.00 2.94 CB#2A 306.65 301.84 4.81 CB#3 304.48 301.40 3.08 YD#6 302.54 299.72 2.82 CB#4 304.48 299.66 4.82 YD#7 302.79 298.43 4.36 CB#5 302.90 298.26 4.64 CB#6 299.49 297.05 2.44 CB#7 299.49 297.05 2.44 DMH#1 299.00 296.52 2.48 DMH#2 299.50 290.33 9.17 YD#8 290.50 287.39 3.11 CB#9 290.76 287.39 3.37 CB#10 290.76 287.39 3.37 Water Quality Treatment The stormwater pond includes a permanent pool below the outlet elevation (294.0) which provides for removal of total suspended solids (TSS) through settlement. A sediment forebay is provided at the pipe inlet for pre-treatment. An aquatic bench is provided between the forebay and permanent pool to provide additional filtration and pollutant removal. The permanent pool is sized to meet or exceed the minimum water quality volume as defined by the CT DEP Stormwater Quality Manual. While not all the site follows through the treatment basin, we have maximized the treated area to the maximum extent practicable and conservatively calculated the WQV based on the entire site. The required WQV is computed as follows: WQV = (1”) [0.05+0.009(I)] (A)/12 x 43,560 Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT Where, I = Impervious Coverage (%) = 19.64% A = Watershed Area (ac.) = 7.648 ac. Therefore, WQV = (1”) [0.05+0.009(19.64)] (7.648)/12 x 43,560 = 6,295 c.f. The proposed pond has a permanent pool volume of 7,651 c.f. below the outlet elevation 294.0, which exceeds the minimum required volume. A portion of this permanent pool storage is provided in the forebay which is designed to trap course sediment prior to discharge to the rest of the pond. The forebay should contain at least 10% of the WQV or 630 c.f. The forebay has a capacity of 2,021 c.f. below elevation 293.5. The surplus storage capacity in the forebay provides ample room for sediment storage. Hydrographs for the proposed watershed areas were routed through the pond and outlet pipe to determine post-development discharge rates and compare to existing rate. The pre and post development analysis from the HydroCAD report are summarized in Table 3 below. Table 3 – Pre & Post Development Peak Flow Rates (cfs) Storm Pre Q Post Q 2-year 1.43 1.07 10-year 6.22 5.18 25-year 10.03 8.70 100-year 16.66 13.27 This analysis demonstrates that the prosed development will not increase peak flow rates to the town drainage system in Abbe Road. Conclusion Based on this analysis, it is our professional opinion that the proposed development will not adversely impact downstream properties. Stormwater will be adequate treated for TSS and other pollutants. Peak rates will not increase. Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT Appendix Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT A - Pre-Development Drainage Area Map, 1”= 100’ (11”x17” sheet) S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022.dwg Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT B - Post-Development Drainage Area Map, 1”= 100’ (11”x17” sheet) S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022.dwg Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT C - NOAA Rainfall Data, Web Soil Survey & Soil Descriptions Soil Map—State of Connecticut (Maskel Rd Extension) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/5/2019 Page 1 of 346376804637720463776046378004637840463788046379204637680463772046377604637800463784046378804637920703990704030704070704110704150704190704230704270704310704350 703990 704030 704070 704110 704150 704190 704230 704270 704310 704350 41° 52' 1'' N 72° 32' 32'' W41° 52' 1'' N72° 32' 15'' W41° 51' 52'' N 72° 32' 32'' W41° 51' 52'' N 72° 32' 15'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 50 100 200 300 Feet 0 25 50 100 150 Meters Map Scale: 1:1,820 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: State of Connecticut Survey Area Data: Version 18, Dec 6, 2018 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 27, 2016—Oct 30, 2017 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—State of Connecticut (Maskel Rd Extension) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/5/2019 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 6 Wilbraham and Menlo soils, 0 to 8 percent slopes, extremely stony 0.0 0.1% 53A Wapping very fine sandy loam, 0 to 3 percent slopes 0.4 3.4% 54B Wapping very fine sandy loam, 2 to 8 percent slopes, very stony 6.2 51.7% 66B Narragansett silt loam, 2 to 8 percent slopes 3.9 32.1% 67B Narragansett silt loam, 3 to 8 percent slopes, very stony 1.5 12.7% Totals for Area of Interest 12.1 100.0% Soil Map—State of Connecticut Maskel Rd Extension Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/5/2019 Page 3 of 3 State of Connecticut 66B—Narragansett silt loam, 2 to 8 percent slopes Map Unit Setting National map unit symbol: 9lq3 Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Narragansett and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Narragansett Setting Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Convex Parent material: Coarse-loamy eolian deposits over sandy and gravelly melt-out till derived from gneiss and/or schist and/or sandstone and shale Typical profile Ap - 0 to 6 inches: silt loam Bw1 - 6 to 15 inches: silt loam Bw2 - 15 to 24 inches: silt loam Bw3 - 24 to 28 inches: gravelly silt loam 2C - 28 to 60 inches: very gravelly loamy coarse sand Properties and qualities Slope: 2 to 8 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 6.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: B Hydric soil rating: No Map Unit Description: Narragansett silt loam, 2 to 8 percent slopes---State of Connecticut Maskel Rd Extension Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/5/2019 Page 1 of 2 Minor Components Broadbrook Percent of map unit: 5 percent Landform: Drumlins, hills, till plains Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: No Charlton Percent of map unit: 5 percent Landform: Hills Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Leicester Percent of map unit: 3 percent Landform: Depressions, drainageways Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: Yes Unnamed, red parent material Percent of map unit: 2 percent Hydric soil rating: No Canton Percent of map unit: 2 percent Landform: Hills Down-slope shape: Linear Across-slope shape: Convex Hydric soil rating: No Wapping Percent of map unit: 2 percent Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Sutton Percent of map unit: 1 percent Landform: Depressions, drainageways Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No Data Source Information Soil Survey Area: State of Connecticut Survey Area Data: Version 18, Dec 6, 2018 Map Unit Description: Narragansett silt loam, 2 to 8 percent slopes---State of Connecticut Maskel Rd Extension Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/5/2019 Page 2 of 2 State of Connecticut 53A—Wapping very fine sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 9lp6 Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Wapping and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Wapping Setting Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Linear Parent material: Coarse-loamy eolian deposits over sandy and gravelly melt-out till derived from gneiss and/or schist and/or sandstone and shale Typical profile Ap - 0 to 11 inches: very fine sandy loam Bw1 - 11 to 16 inches: very fine sandy loam Bw2 - 16 to 20 inches: very fine sandy loam 2C1 - 20 to 28 inches: gravelly sandy loam 2C2 - 28 to 36 inches: gravelly loamy sand 2C3 - 36 to 80 inches: gravelly loamy sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Moderately well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: About 18 to 30 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C Map Unit Description: Wapping very fine sandy loam, 0 to 3 percent slopes---State of Connecticut Maskel Rd Extension Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/5/2019 Page 1 of 2 Hydric soil rating: No Minor Components Narragansett Percent of map unit: 5 percent Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Convex Hydric soil rating: No Leicester Percent of map unit: 5 percent Landform: Depressions, drainageways Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: Yes Wilbraham Percent of map unit: 3 percent Landform: Depressions, drainageways Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes Menlo Percent of map unit: 3 percent Landform: Depressions, drainageways Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes Ludlow Percent of map unit: 2 percent Landform: Drumlins, hills Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No Watchaug Percent of map unit: 2 percent Landform: Hills, till plains Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: No Data Source Information Soil Survey Area: State of Connecticut Survey Area Data: Version 18, Dec 6, 2018 Map Unit Description: Wapping very fine sandy loam, 0 to 3 percent slopes---State of Connecticut Maskel Rd Extension Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/5/2019 Page 2 of 2 State of Connecticut 6—Wilbraham and Menlo soils, 0 to 8 percent slopes, extremely stony Map Unit Setting National map unit symbol: 2wh25 Elevation: 0 to 790 feet Mean annual precipitation: 36 to 53 inches Mean annual air temperature: 41 to 54 degrees F Frost-free period: 140 to 220 days Farmland classification: Not prime farmland Map Unit Composition Wilbraham, extremely stony, and similar soils: 60 percent Menlo, extremely stony, and similar soils: 30 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Wilbraham, Extremely Stony Setting Landform: Ground moraines, drumlins, hills, drainageways, depressions Landform position (two-dimensional): Toeslope, footslope Landform position (three-dimensional): Head slope, base slope Down-slope shape: Concave Across-slope shape: Concave Parent material: Red coarse-loamy lodgment till derived from basalt and/or sandstone and shale Typical profile Oe - 0 to 2 inches: moderately decomposed plant material Ap - 2 to 10 inches: silt loam Bw1 - 10 to 21 inches: silt loam Bw2 - 21 to 27 inches: silt loam Cd - 27 to 63 inches: gravelly loam Properties and qualities Slope: 0 to 8 percent Percent of area covered with surface fragments: 9.0 percent Depth to restrictive feature: 16 to 35 inches to densic material Natural drainage class: Poorly drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low (0.00 to 0.14 in/hr) Depth to water table: About 0 to 10 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline (0.0 to 1.9 mmhos/cm) Available water storage in profile: Low (about 5.9 inches) Map Unit Description: Wilbraham and Menlo soils, 0 to 8 percent slopes, extremely stony--- State of Connecticut Maskel Rd Extension Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/5/2019 Page 1 of 3 Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: C/D Hydric soil rating: Yes Description of Menlo, Extremely Stony Setting Landform: Drainageways, depressions Down-slope shape: Concave Across-slope shape: Concave Parent material: Coarse-loamy lodgment till derived from basalt and/or sandstone and shale Typical profile Oa - 0 to 5 inches: highly decomposed plant material A - 5 to 16 inches: mucky silt loam Bg1 - 16 to 22 inches: flaggy very fine sandy loam Bg2 - 22 to 27 inches: flaggy fine sandy loam Cd1 - 27 to 40 inches: fine sandy loam Cd2 - 40 to 60 inches: fine sandy loam Properties and qualities Slope: 0 to 8 percent Percent of area covered with surface fragments: 9.0 percent Depth to restrictive feature: 20 to 36 inches to densic material Natural drainage class: Very poorly drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately high (0.00 to 0.20 in/hr) Depth to water table: About 0 to 12 inches Frequency of flooding: None Frequency of ponding: Frequent Available water storage in profile: Low (about 4.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: C/D Hydric soil rating: Yes Minor Components Watchaug Percent of map unit: 5 percent Landform: Ground moraines, hills Landform position (two-dimensional): Backslope, footslope Landform position (three-dimensional): Side slope Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: No Map Unit Description: Wilbraham and Menlo soils, 0 to 8 percent slopes, extremely stony--- State of Connecticut Maskel Rd Extension Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/5/2019 Page 2 of 3 Ludlow Percent of map unit: 5 percent Landform: Hills, drumlins Landform position (two-dimensional): Summit, footslope, backslope Landform position (three-dimensional): Crest, side slope Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No Data Source Information Soil Survey Area: State of Connecticut Survey Area Data: Version 18, Dec 6, 2018 Map Unit Description: Wilbraham and Menlo soils, 0 to 8 percent slopes, extremely stony--- State of Connecticut Maskel Rd Extension Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/5/2019 Page 3 of 3 Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT D - HydroCAD Pre & Post Analysis 1S YD1 2S YD2 3S YD3 4S YD4 5S CB1 6S CB2 7S YD5 9S YD6 10S CB3 11S CB4 12S YD7 13S CB5 14S CB6 15S CB7 19S CB8 20S S1 21S CB9 22S CB10 24E PRE 1YCB YD1 2YCB YD2 3YCB YD3 4YCB YD4 5CCB CB1 6CCB CB2 7YCB YD5 8CCB CB2A 9YCB YD6 10CCB CB3 11CCB CB4 12YCB YD7 13CCB CB5 14CCB CB6 15CCB CB7 18DCB DMH1 19P POND 20DCB DMH2 21CCB CB9 22CCB CB10 25PCB YD8 23P POST Routing Diagram for 2019-022 Mannarino Maskel Rd Rev2 Prepared by J.R. Russo & Associates LLC, Printed 10/5/2020 HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type III 24-hr 2-Year Rainfall=3.15"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 2HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 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=27,059 sf 7.56% Impervious Runoff Depth>0.70"Subcatchment 1S: YD1 Tc=10.0 min CN=68 Runoff=0.38 cfs 0.036 af Runoff Area=16,406 sf 10.73% Impervious Runoff Depth>0.75"Subcatchment 2S: YD2 Tc=10.0 min CN=69 Runoff=0.25 cfs 0.024 af Runoff Area=13,889 sf 10.73% Impervious Runoff Depth>0.80"Subcatchment 3S: YD3 Tc=10.0 min CN=70 Runoff=0.23 cfs 0.021 af Runoff Area=17,012 sf 10.35% Impervious Runoff Depth>0.80"Subcatchment 4S: YD4 Tc=10.0 min CN=70 Runoff=0.28 cfs 0.026 af Runoff Area=9,776 sf 77.99% Impervious Runoff Depth>2.21"Subcatchment 5S: CB1 Tc=5.0 min CN=91 Runoff=0.58 cfs 0.041 af Runoff Area=9,591 sf 87.33% Impervious Runoff Depth>2.49"Subcatchment 6S: CB2 Tc=5.0 min CN=94 Runoff=0.62 cfs 0.046 af Runoff Area=14,542 sf 12.10% Impervious Runoff Depth>0.85"Subcatchment 7S: YD5 Tc=10.0 min CN=71 Runoff=0.26 cfs 0.024 af Runoff Area=12,265 sf 14.35% Impervious Runoff Depth>0.85"Subcatchment 9S: YD6 Tc=10.0 min CN=71 Runoff=0.22 cfs 0.020 af Runoff Area=6,516 sf 76.78% Impervious Runoff Depth>2.21"Subcatchment 10S: CB3 Tc=5.0 min CN=91 Runoff=0.38 cfs 0.028 af Runoff Area=6,458 sf 87.27% Impervious Runoff Depth>2.49"Subcatchment 11S: CB4 Tc=5.0 min CN=94 Runoff=0.42 cfs 0.031 af Runoff Area=9,516 sf 12.44% Impervious Runoff Depth>0.85"Subcatchment 12S: YD7 Tc=10.0 min CN=71 Runoff=0.17 cfs 0.015 af Runoff Area=3,958 sf 88.30% Impervious Runoff Depth>2.49"Subcatchment 13S: CB5 Tc=5.0 min CN=94 Runoff=0.26 cfs 0.019 af Runoff Area=3,854 sf 100.00% Impervious Runoff Depth>2.92"Subcatchment 14S: CB6 Tc=5.0 min CN=98 Runoff=0.27 cfs 0.022 af Runoff Area=14,686 sf 46.59% Impervious Runoff Depth>1.43"Subcatchment 15S: CB7 Tc=5.0 min CN=81 Runoff=0.56 cfs 0.040 af Runoff Area=167,630 sf 7.66% Impervious Runoff Depth>0.75"Subcatchment 19S: CB8 Flow Length=539' Tc=13.3 min CN=69 Runoff=2.30 cfs 0.240 af Runoff Area=13,461 sf 0.00% Impervious Runoff Depth>0.57"Subcatchment 20S: S1 Tc=10.0 min CN=65 Runoff=0.14 cfs 0.015 af Type III 24-hr 2-Year Rainfall=3.15"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 3HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Runoff Area=4,083 sf 100.00% Impervious Runoff Depth>2.92"Subcatchment 21S: CB9 Tc=5.0 min CN=98 Runoff=0.29 cfs 0.023 af Runoff Area=7,740 sf 69.25% Impervious Runoff Depth>1.95"Subcatchment 22S: CB10 Tc=5.0 min CN=88 Runoff=0.41 cfs 0.029 af Runoff Area=358,442 sf 0.00% Impervious Runoff Depth>0.42"Subcatchment 24E: PRE Flow Length=1,315' Tc=35.7 min CN=61 Runoff=1.43 cfs 0.287 af Peak Elev=306.33' Inflow=0.38 cfs 0.036 afPond 1Y: YD1 12.0" Round Culvert n=0.010 L=92.0' S=0.0054 '/' Outflow=0.38 cfs 0.036 af Peak Elev=305.89' Inflow=0.61 cfs 0.060 afPond 2Y: YD2 12.0" Round Culvert n=0.010 L=89.0' S=0.0112 '/' Outflow=0.61 cfs 0.060 af Peak Elev=304.95' Inflow=0.80 cfs 0.081 afPond 3Y: YD3 12.0" Round Culvert n=0.010 L=89.0' S=0.0112 '/' Outflow=0.80 cfs 0.081 af Peak Elev=303.79' Inflow=1.01 cfs 0.107 afPond 4Y: YD4 15.0" Round Culvert n=0.010 L=25.0' S=0.0080 '/' Outflow=1.01 cfs 0.107 af Peak Elev=305.47' Inflow=0.58 cfs 0.041 afPond 5C: CB1 15.0" Round Culvert n=0.010 L=26.0' S=0.0077 '/' Outflow=0.58 cfs 0.041 af Peak Elev=303.59' Inflow=1.51 cfs 0.194 afPond 6C: CB2 15.0" Round Culvert n=0.010 L=86.0' S=0.0266 '/' Outflow=1.51 cfs 0.194 af Peak Elev=301.69' Inflow=0.26 cfs 0.024 afPond 7Y: YD5 8.0" Round Culvert n=0.010 L=24.0' S=0.0083 '/' Outflow=0.26 cfs 0.024 af Peak Elev=301.36' Inflow=1.77 cfs 0.217 afPond 8C: CB2A 15.0" Round Culvert n=0.010 L=94.0' S=0.0267 '/' Outflow=1.77 cfs 0.217 af Peak Elev=299.27' Inflow=0.22 cfs 0.020 afPond 9Y: YD6 8.0" Round Culvert n=0.010 L=25.0' S=0.0080 '/' Outflow=0.22 cfs 0.020 af Peak Elev=301.29' Inflow=0.38 cfs 0.028 afPond 10C: CB3 15.0" Round Culvert n=0.010 L=24.0' S=0.0083 '/' Outflow=0.38 cfs 0.028 af Peak Elev=298.98' Inflow=2.43 cfs 0.295 afPond 11C: CB4 15.0" Round Culvert n=0.010 L=63.0' S=0.0143 '/' Outflow=2.43 cfs 0.295 af Peak Elev=298.24' Inflow=0.17 cfs 0.015 afPond 12Y: YD7 8.0" Round Culvert n=0.010 L=33.0' S=0.0061 '/' Outflow=0.17 cfs 0.015 af Peak Elev=297.76' Inflow=2.69 cfs 0.329 afPond 13C: CB5 18.0" Round Culvert n=0.010 L=216.0' S=0.0067 '/' Outflow=2.69 cfs 0.329 af Peak Elev=296.40' Inflow=0.27 cfs 0.021 afPond 14C: CB6 18.0" Round Culvert n=0.010 L=24.0' S=0.0083 '/' Outflow=0.27 cfs 0.021 af Type III 24-hr 2-Year Rainfall=3.15"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 4HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Peak Elev=296.39' Inflow=3.05 cfs 0.390 afPond 15C: CB7 18.0" Round Culvert n=0.010 L=116.0' S=0.0073 '/' Outflow=3.05 cfs 0.390 af Peak Elev=295.60' Inflow=3.05 cfs 0.390 afPond 18D: DMH1 18.0" Round Culvert n=0.010 L=23.0' S=0.0087 '/' Outflow=3.05 cfs 0.390 af Peak Elev=295.31' Storage=19,857 cf Inflow=4.77 cfs 0.630 afPond 19P: POND Outflow=0.99 cfs 0.503 af Peak Elev=289.47' Inflow=0.99 cfs 0.502 afPond 20D: DMH2 15.0" Round Culvert n=0.010 L=248.0' S=0.0125 '/' Outflow=0.99 cfs 0.502 af Peak Elev=286.44' Inflow=0.34 cfs 0.038 afPond 21C: CB9 15.0" Round Culvert n=0.010 L=24.0' S=0.0083 '/' Outflow=0.34 cfs 0.038 af Peak Elev=286.43' Inflow=1.07 cfs 0.567 afPond 22C: CB10 15.0" Round Culvert n=0.010 L=31.0' S=0.0065 '/' Outflow=1.07 cfs 0.567 af Peak Elev=286.52' Inflow=0.14 cfs 0.015 afPond 25P: YD8 12.0" Round Culvert n=0.010 L=6.0' S=0.0333 '/' Outflow=0.14 cfs 0.015 af Inflow=1.07 cfs 0.566 afLink 23P: POST Primary=1.07 cfs 0.566 af Total Runoff Area = 16.457 ac Runoff Volume = 0.985 af Average Runoff Depth = 0.72" 89.56% Pervious = 14.739 ac 10.44% Impervious = 1.719 ac Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 5HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 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=27,059 sf 7.56% Impervious Runoff Depth>1.87"Subcatchment 1S: YD1 Tc=10.0 min CN=68 Runoff=1.14 cfs 0.097 af Runoff Area=16,406 sf 10.73% Impervious Runoff Depth>1.95"Subcatchment 2S: YD2 Tc=10.0 min CN=69 Runoff=0.73 cfs 0.061 af Runoff Area=13,889 sf 10.73% Impervious Runoff Depth>2.02"Subcatchment 3S: YD3 Tc=10.0 min CN=70 Runoff=0.64 cfs 0.054 af Runoff Area=17,012 sf 10.35% Impervious Runoff Depth>2.02"Subcatchment 4S: YD4 Tc=10.0 min CN=70 Runoff=0.79 cfs 0.066 af Runoff Area=9,776 sf 77.99% Impervious Runoff Depth>3.97"Subcatchment 5S: CB1 Tc=5.0 min CN=91 Runoff=1.01 cfs 0.074 af Runoff Area=9,591 sf 87.33% Impervious Runoff Depth>4.30"Subcatchment 6S: CB2 Tc=5.0 min CN=94 Runoff=1.04 cfs 0.079 af Runoff Area=14,542 sf 12.10% Impervious Runoff Depth>2.10"Subcatchment 7S: YD5 Tc=10.0 min CN=71 Runoff=0.70 cfs 0.059 af Runoff Area=12,265 sf 14.35% Impervious Runoff Depth>2.10"Subcatchment 9S: YD6 Tc=10.0 min CN=71 Runoff=0.59 cfs 0.049 af Runoff Area=6,516 sf 76.78% Impervious Runoff Depth>3.97"Subcatchment 10S: CB3 Tc=5.0 min CN=91 Runoff=0.67 cfs 0.049 af Runoff Area=6,458 sf 87.27% Impervious Runoff Depth>4.30"Subcatchment 11S: CB4 Tc=5.0 min CN=94 Runoff=0.70 cfs 0.053 af Runoff Area=9,516 sf 12.44% Impervious Runoff Depth>2.10"Subcatchment 12S: YD7 Tc=10.0 min CN=71 Runoff=0.46 cfs 0.038 af Runoff Area=3,958 sf 88.30% Impervious Runoff Depth>4.30"Subcatchment 13S: CB5 Tc=5.0 min CN=94 Runoff=0.43 cfs 0.033 af Runoff Area=3,854 sf 100.00% Impervious Runoff Depth>4.75"Subcatchment 14S: CB6 Tc=5.0 min CN=98 Runoff=0.43 cfs 0.035 af Runoff Area=14,686 sf 46.59% Impervious Runoff Depth>2.97"Subcatchment 15S: CB7 Tc=5.0 min CN=81 Runoff=1.18 cfs 0.084 af Runoff Area=167,630 sf 7.66% Impervious Runoff Depth>1.94"Subcatchment 19S: CB8 Flow Length=539' Tc=13.3 min CN=69 Runoff=6.72 cfs 0.624 af Runoff Area=13,461 sf 0.00% Impervious Runoff Depth>1.64"Subcatchment 20S: S1 Tc=10.0 min CN=65 Runoff=0.49 cfs 0.042 af Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 6HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Runoff Area=4,083 sf 100.00% Impervious Runoff Depth>4.75"Subcatchment 21S: CB9 Tc=5.0 min CN=98 Runoff=0.46 cfs 0.037 af Runoff Area=7,740 sf 69.25% Impervious Runoff Depth>3.66"Subcatchment 22S: CB10 Tc=5.0 min CN=88 Runoff=0.75 cfs 0.054 af Runoff Area=358,442 sf 0.00% Impervious Runoff Depth>1.35"Subcatchment 24E: PRE Flow Length=1,315' Tc=35.7 min CN=61 Runoff=6.22 cfs 0.925 af Peak Elev=306.64' Inflow=1.14 cfs 0.097 afPond 1Y: YD1 12.0" Round Culvert n=0.010 L=92.0' S=0.0054 '/' Outflow=1.14 cfs 0.097 af Peak Elev=306.24' Inflow=1.81 cfs 0.158 afPond 2Y: YD2 12.0" Round Culvert n=0.010 L=89.0' S=0.0112 '/' Outflow=1.81 cfs 0.158 af Peak Elev=305.38' Inflow=2.36 cfs 0.211 afPond 3Y: YD3 12.0" Round Culvert n=0.010 L=89.0' S=0.0112 '/' Outflow=2.36 cfs 0.211 af Peak Elev=304.32' Inflow=2.93 cfs 0.277 afPond 4Y: YD4 15.0" Round Culvert n=0.010 L=25.0' S=0.0080 '/' Outflow=2.93 cfs 0.277 af Peak Elev=305.61' Inflow=1.01 cfs 0.074 afPond 5C: CB1 15.0" Round Culvert n=0.010 L=26.0' S=0.0077 '/' Outflow=1.01 cfs 0.074 af Peak Elev=304.04' Inflow=3.77 cfs 0.430 afPond 6C: CB2 15.0" Round Culvert n=0.010 L=86.0' S=0.0266 '/' Outflow=3.77 cfs 0.430 af Peak Elev=302.00' Inflow=0.70 cfs 0.059 afPond 7Y: YD5 8.0" Round Culvert n=0.010 L=24.0' S=0.0083 '/' Outflow=0.70 cfs 0.059 af Peak Elev=301.84' Inflow=4.24 cfs 0.488 afPond 8C: CB2A 15.0" Round Culvert n=0.010 L=94.0' S=0.0267 '/' Outflow=4.24 cfs 0.488 af Peak Elev=299.72' Inflow=0.59 cfs 0.049 afPond 9Y: YD6 8.0" Round Culvert n=0.010 L=25.0' S=0.0080 '/' Outflow=0.59 cfs 0.049 af Peak Elev=301.40' Inflow=0.67 cfs 0.049 afPond 10C: CB3 15.0" Round Culvert n=0.010 L=24.0' S=0.0083 '/' Outflow=0.67 cfs 0.049 af Peak Elev=299.66' Inflow=5.39 cfs 0.639 afPond 11C: CB4 15.0" Round Culvert n=0.010 L=63.0' S=0.0143 '/' Outflow=5.39 cfs 0.639 af Peak Elev=298.43' Inflow=0.46 cfs 0.038 afPond 12Y: YD7 8.0" Round Culvert n=0.010 L=33.0' S=0.0061 '/' Outflow=0.46 cfs 0.038 af Peak Elev=298.26' Inflow=5.98 cfs 0.710 afPond 13C: CB5 18.0" Round Culvert n=0.010 L=216.0' S=0.0067 '/' Outflow=5.98 cfs 0.710 af Peak Elev=297.05' Inflow=0.43 cfs 0.035 afPond 14C: CB6 18.0" Round Culvert n=0.010 L=24.0' S=0.0083 '/' Outflow=0.43 cfs 0.035 af Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 7HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Peak Elev=297.05' Inflow=6.63 cfs 0.828 afPond 15C: CB7 18.0" Round Culvert n=0.010 L=116.0' S=0.0073 '/' Outflow=6.63 cfs 0.828 af Peak Elev=296.52' Inflow=6.63 cfs 0.827 afPond 18D: DMH1 18.0" Round Culvert n=0.010 L=23.0' S=0.0087 '/' Outflow=6.63 cfs 0.827 af Peak Elev=296.24' Storage=32,400 cf Inflow=11.40 cfs 1.449 afPond 19P: POND Outflow=4.96 cfs 1.282 af Peak Elev=290.33' Inflow=4.96 cfs 1.281 afPond 20D: DMH2 15.0" Round Culvert n=0.010 L=248.0' S=0.0125 '/' Outflow=4.96 cfs 1.281 af Peak Elev=287.39' Inflow=0.75 cfs 0.079 afPond 21C: CB9 15.0" Round Culvert n=0.010 L=24.0' S=0.0083 '/' Outflow=0.75 cfs 0.079 af Peak Elev=287.39' Inflow=5.18 cfs 1.413 afPond 22C: CB10 15.0" Round Culvert n=0.010 L=31.0' S=0.0065 '/' Outflow=5.18 cfs 1.413 af Peak Elev=287.39' Inflow=0.49 cfs 0.042 afPond 25P: YD8 12.0" Round Culvert n=0.010 L=6.0' S=0.0333 '/' Outflow=0.49 cfs 0.042 af Inflow=5.18 cfs 1.411 afLink 23P: POST Primary=5.18 cfs 1.411 af Total Runoff Area = 16.457 ac Runoff Volume = 2.513 af Average Runoff Depth = 1.83" 89.56% Pervious = 14.739 ac 10.44% Impervious = 1.719 ac Type III 24-hr 25-Year Rainfall=6.13"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 8HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 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=27,059 sf 7.56% Impervious Runoff Depth>2.72"Subcatchment 1S: YD1 Tc=10.0 min CN=68 Runoff=1.69 cfs 0.141 af Runoff Area=16,406 sf 10.73% Impervious Runoff Depth>2.81"Subcatchment 2S: YD2 Tc=10.0 min CN=69 Runoff=1.07 cfs 0.088 af Runoff Area=13,889 sf 10.73% Impervious Runoff Depth>2.90"Subcatchment 3S: YD3 Tc=10.0 min CN=70 Runoff=0.93 cfs 0.077 af Runoff Area=17,012 sf 10.35% Impervious Runoff Depth>2.90"Subcatchment 4S: YD4 Tc=10.0 min CN=70 Runoff=1.14 cfs 0.094 af Runoff Area=9,776 sf 77.99% Impervious Runoff Depth>5.08"Subcatchment 5S: CB1 Tc=5.0 min CN=91 Runoff=1.27 cfs 0.095 af Runoff Area=9,591 sf 87.33% Impervious Runoff Depth>5.42"Subcatchment 6S: CB2 Tc=5.0 min CN=94 Runoff=1.29 cfs 0.099 af Runoff Area=14,542 sf 12.10% Impervious Runoff Depth>3.00"Subcatchment 7S: YD5 Tc=10.0 min CN=71 Runoff=1.01 cfs 0.083 af Runoff Area=12,265 sf 14.35% Impervious Runoff Depth>3.00"Subcatchment 9S: YD6 Tc=10.0 min CN=71 Runoff=0.85 cfs 0.070 af Runoff Area=6,516 sf 76.78% Impervious Runoff Depth>5.08"Subcatchment 10S: CB3 Tc=5.0 min CN=91 Runoff=0.85 cfs 0.063 af Runoff Area=6,458 sf 87.27% Impervious Runoff Depth>5.42"Subcatchment 11S: CB4 Tc=5.0 min CN=94 Runoff=0.87 cfs 0.067 af Runoff Area=9,516 sf 12.44% Impervious Runoff Depth>3.00"Subcatchment 12S: YD7 Tc=10.0 min CN=71 Runoff=0.66 cfs 0.055 af Runoff Area=3,958 sf 88.30% Impervious Runoff Depth>5.42"Subcatchment 13S: CB5 Tc=5.0 min CN=94 Runoff=0.53 cfs 0.041 af Runoff Area=3,854 sf 100.00% Impervious Runoff Depth>5.89"Subcatchment 14S: CB6 Tc=5.0 min CN=98 Runoff=0.54 cfs 0.043 af Runoff Area=14,686 sf 46.59% Impervious Runoff Depth>4.00"Subcatchment 15S: CB7 Tc=5.0 min CN=81 Runoff=1.58 cfs 0.112 af Runoff Area=167,630 sf 7.66% Impervious Runoff Depth>2.81"Subcatchment 19S: CB8 Flow Length=539' Tc=13.3 min CN=69 Runoff=9.88 cfs 0.900 af Runoff Area=13,461 sf 0.00% Impervious Runoff Depth>2.44"Subcatchment 20S: S1 Tc=10.0 min CN=65 Runoff=0.75 cfs 0.063 af Type III 24-hr 25-Year Rainfall=6.13"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 9HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Runoff Area=4,083 sf 100.00% Impervious Runoff Depth>5.89"Subcatchment 21S: CB9 Tc=5.0 min CN=98 Runoff=0.57 cfs 0.046 af Runoff Area=7,740 sf 69.25% Impervious Runoff Depth>4.75"Subcatchment 22S: CB10 Tc=5.0 min CN=88 Runoff=0.96 cfs 0.070 af Runoff Area=358,442 sf 0.00% Impervious Runoff Depth>2.07"Subcatchment 24E: PRE Flow Length=1,315' Tc=35.7 min CN=61 Runoff=10.03 cfs 1.422 af Peak Elev=306.85' Inflow=1.69 cfs 0.140 afPond 1Y: YD1 12.0" Round Culvert n=0.010 L=92.0' S=0.0054 '/' Outflow=1.69 cfs 0.140 af Peak Elev=306.49' Inflow=2.68 cfs 0.228 afPond 2Y: YD2 12.0" Round Culvert n=0.010 L=89.0' S=0.0112 '/' Outflow=2.68 cfs 0.228 af Peak Elev=305.84' Inflow=3.47 cfs 0.305 afPond 3Y: YD3 12.0" Round Culvert n=0.010 L=89.0' S=0.0112 '/' Outflow=3.47 cfs 0.305 af Peak Elev=304.90' Inflow=4.30 cfs 0.400 afPond 4Y: YD4 15.0" Round Culvert n=0.010 L=25.0' S=0.0080 '/' Outflow=4.30 cfs 0.400 af Peak Elev=305.68' Inflow=1.27 cfs 0.095 afPond 5C: CB1 15.0" Round Culvert n=0.010 L=26.0' S=0.0077 '/' Outflow=1.27 cfs 0.095 af Peak Elev=304.45' Inflow=5.36 cfs 0.594 afPond 6C: CB2 15.0" Round Culvert n=0.010 L=86.0' S=0.0266 '/' Outflow=5.36 cfs 0.594 af Peak Elev=302.52' Inflow=1.01 cfs 0.083 afPond 7Y: YD5 8.0" Round Culvert n=0.010 L=24.0' S=0.0083 '/' Outflow=1.01 cfs 0.083 af Peak Elev=302.37' Inflow=6.01 cfs 0.677 afPond 8C: CB2A 15.0" Round Culvert n=0.010 L=94.0' S=0.0267 '/' Outflow=6.01 cfs 0.677 af Peak Elev=300.52' Inflow=0.85 cfs 0.070 afPond 9Y: YD6 8.0" Round Culvert n=0.010 L=25.0' S=0.0080 '/' Outflow=0.85 cfs 0.070 af Peak Elev=301.46' Inflow=0.85 cfs 0.063 afPond 10C: CB3 15.0" Round Culvert n=0.010 L=24.0' S=0.0083 '/' Outflow=0.85 cfs 0.063 af Peak Elev=300.44' Inflow=7.44 cfs 0.877 afPond 11C: CB4 15.0" Round Culvert n=0.010 L=63.0' S=0.0143 '/' Outflow=7.44 cfs 0.877 af Peak Elev=299.39' Inflow=0.66 cfs 0.055 afPond 12Y: YD7 8.0" Round Culvert n=0.010 L=33.0' S=0.0061 '/' Outflow=0.66 cfs 0.055 af Peak Elev=299.37' Inflow=8.23 cfs 0.972 afPond 13C: CB5 18.0" Round Culvert n=0.010 L=216.0' S=0.0067 '/' Outflow=8.23 cfs 0.972 af Peak Elev=298.36' Inflow=0.54 cfs 0.043 afPond 14C: CB6 18.0" Round Culvert n=0.010 L=24.0' S=0.0083 '/' Outflow=0.54 cfs 0.043 af Type III 24-hr 25-Year Rainfall=6.13"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 10HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Peak Elev=298.36' Inflow=9.05 cfs 1.127 afPond 15C: CB7 18.0" Round Culvert n=0.010 L=116.0' S=0.0073 '/' Outflow=9.05 cfs 1.127 af Peak Elev=297.48' Inflow=9.05 cfs 1.126 afPond 18D: DMH1 18.0" Round Culvert n=0.010 L=23.0' S=0.0087 '/' Outflow=9.05 cfs 1.126 af Peak Elev=296.73' Storage=39,844 cf Inflow=16.29 cfs 2.025 afPond 19P: POND Outflow=8.38 cfs 1.837 af Peak Elev=292.20' Inflow=8.38 cfs 1.835 afPond 20D: DMH2 15.0" Round Culvert n=0.010 L=248.0' S=0.0125 '/' Outflow=8.38 cfs 1.835 af Peak Elev=288.69' Inflow=1.07 cfs 0.109 afPond 21C: CB9 15.0" Round Culvert n=0.010 L=24.0' S=0.0083 '/' Outflow=1.07 cfs 0.109 af Peak Elev=288.69' Inflow=8.70 cfs 2.012 afPond 22C: CB10 15.0" Round Culvert n=0.010 L=31.0' S=0.0065 '/' Outflow=8.70 cfs 2.012 af Peak Elev=288.70' Inflow=0.75 cfs 0.063 afPond 25P: YD8 12.0" Round Culvert n=0.010 L=6.0' S=0.0333 '/' Outflow=0.75 cfs 0.063 af Inflow=8.70 cfs 2.010 afLink 23P: POST Primary=8.70 cfs 2.010 af Total Runoff Area = 16.457 ac Runoff Volume = 3.632 af Average Runoff Depth = 2.65" 89.56% Pervious = 14.739 ac 10.44% Impervious = 1.719 ac Type III 24-hr 100-Year Rainfall=7.90"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 11HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 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=27,059 sf 7.56% Impervious Runoff Depth>4.14"Subcatchment 1S: YD1 Tc=10.0 min CN=68 Runoff=2.61 cfs 0.215 af Runoff Area=16,406 sf 10.73% Impervious Runoff Depth>4.26"Subcatchment 2S: YD2 Tc=10.0 min CN=69 Runoff=1.63 cfs 0.134 af Runoff Area=13,889 sf 10.73% Impervious Runoff Depth>4.37"Subcatchment 3S: YD3 Tc=10.0 min CN=70 Runoff=1.41 cfs 0.116 af Runoff Area=17,012 sf 10.35% Impervious Runoff Depth>4.37"Subcatchment 4S: YD4 Tc=10.0 min CN=70 Runoff=1.73 cfs 0.142 af Runoff Area=9,776 sf 77.99% Impervious Runoff Depth>6.82"Subcatchment 5S: CB1 Tc=5.0 min CN=91 Runoff=1.68 cfs 0.128 af Runoff Area=9,591 sf 87.33% Impervious Runoff Depth>7.18"Subcatchment 6S: CB2 Tc=5.0 min CN=94 Runoff=1.69 cfs 0.132 af Runoff Area=14,542 sf 12.10% Impervious Runoff Depth>4.48"Subcatchment 7S: YD5 Tc=10.0 min CN=71 Runoff=1.52 cfs 0.125 af Runoff Area=12,265 sf 14.35% Impervious Runoff Depth>4.48"Subcatchment 9S: YD6 Tc=10.0 min CN=71 Runoff=1.28 cfs 0.105 af Runoff Area=6,516 sf 76.78% Impervious Runoff Depth>6.82"Subcatchment 10S: CB3 Tc=5.0 min CN=91 Runoff=1.12 cfs 0.085 af Runoff Area=6,458 sf 87.27% Impervious Runoff Depth>7.18"Subcatchment 11S: CB4 Tc=5.0 min CN=94 Runoff=1.14 cfs 0.089 af Runoff Area=9,516 sf 12.44% Impervious Runoff Depth>4.48"Subcatchment 12S: YD7 Tc=10.0 min CN=71 Runoff=0.99 cfs 0.082 af Runoff Area=3,958 sf 88.30% Impervious Runoff Depth>7.18"Subcatchment 13S: CB5 Tc=5.0 min CN=94 Runoff=0.70 cfs 0.054 af Runoff Area=3,854 sf 100.00% Impervious Runoff Depth>7.66"Subcatchment 14S: CB6 Tc=5.0 min CN=98 Runoff=0.69 cfs 0.056 af Runoff Area=14,686 sf 46.59% Impervious Runoff Depth>5.64"Subcatchment 15S: CB7 Tc=5.0 min CN=81 Runoff=2.20 cfs 0.159 af Runoff Area=167,630 sf 7.66% Impervious Runoff Depth>4.25"Subcatchment 19S: CB8 Flow Length=539' Tc=13.3 min CN=69 Runoff=15.09 cfs 1.364 af Runoff Area=13,461 sf 0.00% Impervious Runoff Depth>3.81"Subcatchment 20S: S1 Tc=10.0 min CN=65 Runoff=1.19 cfs 0.098 af Type III 24-hr 100-Year Rainfall=7.90"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 12HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Runoff Area=4,083 sf 100.00% Impervious Runoff Depth>7.66"Subcatchment 21S: CB9 Tc=5.0 min CN=98 Runoff=0.73 cfs 0.060 af Runoff Area=7,740 sf 69.25% Impervious Runoff Depth>6.47"Subcatchment 22S: CB10 Tc=5.0 min CN=88 Runoff=1.29 cfs 0.096 af Runoff Area=358,442 sf 0.00% Impervious Runoff Depth>3.34"Subcatchment 24E: PRE Flow Length=1,315' Tc=35.7 min CN=61 Runoff=16.66 cfs 2.291 af Peak Elev=309.20' Inflow=2.61 cfs 0.214 afPond 1Y: YD1 12.0" Round Culvert n=0.010 L=92.0' S=0.0054 '/' Outflow=2.61 cfs 0.214 af Peak Elev=309.17' Inflow=4.11 cfs 0.348 afPond 2Y: YD2 12.0" Round Culvert n=0.010 L=89.0' S=0.0112 '/' Outflow=4.11 cfs 0.348 af Peak Elev=309.02' Inflow=5.31 cfs 0.464 afPond 3Y: YD3 12.0" Round Culvert n=0.010 L=89.0' S=0.0112 '/' Outflow=5.31 cfs 0.464 af Peak Elev=308.61' Inflow=6.55 cfs 0.605 afPond 4Y: YD4 15.0" Round Culvert n=0.010 L=25.0' S=0.0080 '/' Outflow=6.55 cfs 0.605 af Peak Elev=308.26' Inflow=1.68 cfs 0.128 afPond 5C: CB1 15.0" Round Culvert n=0.010 L=26.0' S=0.0077 '/' Outflow=1.68 cfs 0.128 af Peak Elev=308.26' Inflow=7.94 cfs 0.864 afPond 6C: CB2 15.0" Round Culvert n=0.010 L=86.0' S=0.0266 '/' Outflow=7.94 cfs 0.864 af Peak Elev=307.60' Inflow=1.52 cfs 0.125 afPond 7Y: YD5 8.0" Round Culvert n=0.010 L=24.0' S=0.0083 '/' Outflow=1.52 cfs 0.125 af Peak Elev=307.48' Inflow=8.92 cfs 0.988 afPond 8C: CB2A 15.0" Round Culvert n=0.010 L=94.0' S=0.0267 '/' Outflow=8.92 cfs 0.988 af Peak Elev=306.10' Inflow=1.28 cfs 0.105 afPond 9Y: YD6 8.0" Round Culvert n=0.010 L=25.0' S=0.0080 '/' Outflow=1.28 cfs 0.105 af Peak Elev=306.02' Inflow=1.12 cfs 0.085 afPond 10C: CB3 15.0" Round Culvert n=0.010 L=24.0' S=0.0083 '/' Outflow=1.12 cfs 0.085 af Peak Elev=306.02' Inflow=10.79 cfs 1.266 afPond 11C: CB4 15.0" Round Culvert n=0.010 L=63.0' S=0.0143 '/' Outflow=10.79 cfs 1.266 af Peak Elev=303.61' Inflow=0.99 cfs 0.082 afPond 12Y: YD7 8.0" Round Culvert n=0.010 L=33.0' S=0.0061 '/' Outflow=0.99 cfs 0.082 af Peak Elev=303.56' Inflow=11.81 cfs 1.401 afPond 13C: CB5 18.0" Round Culvert n=0.010 L=216.0' S=0.0067 '/' Outflow=11.81 cfs 1.401 af Peak Elev=301.32' Inflow=0.69 cfs 0.056 afPond 14C: CB6 18.0" Round Culvert n=0.010 L=24.0' S=0.0083 '/' Outflow=0.69 cfs 0.056 af Type III 24-hr 100-Year Rainfall=7.90"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 13HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Peak Elev=301.32' Inflow=12.97 cfs 1.615 afPond 15C: CB7 18.0" Round Culvert n=0.010 L=116.0' S=0.0073 '/' Outflow=12.97 cfs 1.615 af Peak Elev=299.30' Inflow=12.97 cfs 1.614 afPond 18D: DMH1 18.0" Round Culvert n=0.010 L=23.0' S=0.0087 '/' Outflow=12.97 cfs 1.614 af Peak Elev=297.64' Storage=55,131 cf Inflow=24.11 cfs 2.977 afPond 19P: POND Outflow=12.74 cfs 2.761 af Peak Elev=296.34' Inflow=12.74 cfs 2.759 afPond 20D: DMH2 15.0" Round Culvert n=0.010 L=248.0' S=0.0125 '/' Outflow=12.74 cfs 2.759 af Peak Elev=291.57' Inflow=1.60 cfs 0.158 afPond 21C: CB9 15.0" Round Culvert n=0.010 L=24.0' S=0.0083 '/' Outflow=1.60 cfs 0.158 af Peak Elev=291.57' Inflow=13.27 cfs 3.010 afPond 22C: CB10 15.0" Round Culvert n=0.010 L=31.0' S=0.0065 '/' Outflow=13.27 cfs 3.010 af Peak Elev=291.57' Inflow=1.19 cfs 0.098 afPond 25P: YD8 12.0" Round Culvert n=0.010 L=6.0' S=0.0333 '/' Outflow=1.19 cfs 0.098 af Inflow=13.27 cfs 3.007 afLink 23P: POST Primary=13.27 cfs 3.007 af Total Runoff Area = 16.457 ac Runoff Volume = 5.529 af Average Runoff Depth = 4.03" 89.56% Pervious = 14.739 ac 10.44% Impervious = 1.719 ac Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 14HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: YD1 Runoff = 1.14 cfs @ 12.15 hrs, Volume= 0.097 af, Depth> 1.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 6,916 61 Woods, Good, HSG C * 18,098 67 >75% Grass cover, Good, HSG C 2,045 98 Roofs, HSG C 27,059 68 Weighted Average 25,014 92.44% Pervious Area 2,045 7.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment 2S: YD2 Runoff = 0.73 cfs @ 12.15 hrs, Volume= 0.061 af, Depth> 1.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 3,794 61 Woods, Good, HSG C * 10,852 67 >75% Grass cover, Good, HSG C 1,760 98 Roofs, HSG C 16,406 69 Weighted Average 14,646 89.27% Pervious Area 1,760 10.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment 3S: YD3 Runoff = 0.64 cfs @ 12.15 hrs, Volume= 0.054 af, Depth> 2.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 15HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Area (sf) CN Description * 1,408 61 Woods, Good, HSG C * 10,991 67 >75% Grass cover, Good, HSG C 1,490 98 Roofs, HSG C 13,889 70 Weighted Average 12,399 89.27% Pervious Area 1,490 10.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment 4S: YD4 Runoff = 0.79 cfs @ 12.15 hrs, Volume= 0.066 af, Depth> 2.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 1,905 61 Woods, Good, HSG C * 13,347 67 >75% Grass cover, Good, HSG C 1,760 98 Roofs, HSG C 17,012 70 Weighted Average 15,252 89.65% Pervious Area 1,760 10.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment 5S: CB1 Runoff = 1.01 cfs @ 12.07 hrs, Volume= 0.074 af, Depth> 3.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 2,152 67 >75% Grass cover, Good, HSG C 7,624 98 Roofs, HSG C 9,776 91 Weighted Average 2,152 22.01% Pervious Area 7,624 77.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 16HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: CB2 Runoff = 1.04 cfs @ 12.07 hrs, Volume= 0.079 af, Depth> 4.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 1,215 67 >75% Grass cover, Good, HSG C 8,376 98 Roofs, HSG C 9,591 94 Weighted Average 1,215 12.67% Pervious Area 8,376 87.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 7S: YD5 Runoff = 0.70 cfs @ 12.15 hrs, Volume= 0.059 af, Depth> 2.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 12,782 67 >75% Grass cover, Good, HSG C 1,760 98 Roofs, HSG C 14,542 71 Weighted Average 12,782 87.90% Pervious Area 1,760 12.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment 9S: YD6 Runoff = 0.59 cfs @ 12.15 hrs, Volume= 0.049 af, Depth> 2.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 10,505 67 >75% Grass cover, Good, HSG C 1,760 98 Roofs, HSG C 12,265 71 Weighted Average 10,505 85.65% Pervious Area 1,760 14.35% Impervious Area Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 17HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment 10S: CB3 Runoff = 0.67 cfs @ 12.07 hrs, Volume= 0.049 af, Depth> 3.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 1,513 67 >75% Grass cover, Good, HSG C 5,003 98 Roofs, HSG C 6,516 91 Weighted Average 1,513 23.22% Pervious Area 5,003 76.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 11S: CB4 Runoff = 0.70 cfs @ 12.07 hrs, Volume= 0.053 af, Depth> 4.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 822 67 >75% Grass cover, Good, HSG C 5,636 98 Roofs, HSG C 6,458 94 Weighted Average 822 12.73% Pervious Area 5,636 87.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 12S: YD7 Runoff = 0.46 cfs @ 12.15 hrs, Volume= 0.038 af, Depth> 2.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 18HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Area (sf) CN Description * 8,332 67 >75% Grass cover, Good, HSG C 1,184 98 Roofs, HSG C 9,516 71 Weighted Average 8,332 87.56% Pervious Area 1,184 12.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment 13S: CB5 Runoff = 0.43 cfs @ 12.07 hrs, Volume= 0.033 af, Depth> 4.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 463 67 >75% Grass cover, Good, HSG C 3,495 98 Roofs, HSG C 3,958 94 Weighted Average 463 11.70% Pervious Area 3,495 88.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 14S: CB6 Runoff = 0.43 cfs @ 12.07 hrs, Volume= 0.035 af, Depth> 4.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description 3,854 98 Roofs, HSG C 3,854 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 19HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: CB7 Runoff = 1.18 cfs @ 12.08 hrs, Volume= 0.084 af, Depth> 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 7,844 67 >75% Grass cover, Good, HSG C 6,842 98 Roofs, HSG C 14,686 81 Weighted Average 7,844 53.41% Pervious Area 6,842 46.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 19S: CB8 Runoff = 6.72 cfs @ 12.20 hrs, Volume= 0.624 af, Depth> 1.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 59,862 61 Woods, Good, HSG C * 8,866 77 Wooded Wetlands, Good, HSG D * 79,896 67 >75% Grass cover, Good, HSG C 6,167 98 Water Surface, 0% imp, HSG C 12,839 98 Roofs, HSG C 167,630 69 Weighted Average 154,791 92.34% Pervious Area 12,839 7.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 60 0.0833 0.19 Sheet Flow, Grass: Dense n= 0.240 P2= 3.15" 0.6 121 0.0450 3.42 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.5 79 0.0440 0.52 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 1.3 215 2.84 Lake or Reservoir, Mean Depth= 0.25' 3.5 64 0.0150 0.31 Shallow Concentrated Flow, Forest w/Heavy Litter Kv= 2.5 fps 13.3 539 Total Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 20HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: S1 Runoff = 0.49 cfs @ 12.15 hrs, Volume= 0.042 af, Depth> 1.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 4,852 61 Woods, Good, HSG C * 8,609 67 >75% Grass cover, Good, HSG C 13,461 65 Weighted Average 13,461 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment 21S: CB9 Runoff = 0.46 cfs @ 12.07 hrs, Volume= 0.037 af, Depth> 4.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description 4,083 98 Roofs, HSG C 4,083 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 22S: CB10 Runoff = 0.75 cfs @ 12.07 hrs, Volume= 0.054 af, Depth> 3.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 690 61 Woods, Good, HSG C * 1,690 67 >75% Grass cover, Good, HSG C 5,360 98 Roofs, HSG C 7,740 88 Weighted Average 2,380 30.75% Pervious Area 5,360 69.25% Impervious Area Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 21HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 24E: PRE Runoff = 6.22 cfs @ 12.55 hrs, Volume= 0.925 af, Depth> 1.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4.99" Area (sf) CN Description * 349,576 61 Woods, Good, HSG C * 8,866 77 Wooded Wetlands, Good, HSG D 358,442 61 Weighted Average 358,442 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.9 162 0.0740 0.14 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.15" 5.3 412 0.0680 1.30 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.3 215 2.84 Lake or Reservoir, Mean Depth= 0.25' 9.4 316 0.0125 0.56 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.8 210 0.0350 4.38 13.13 Channel Flow, Area= 3.0 sf Perim= 6.0' r= 0.50' n= 0.040 Earth, cobble bottom, clean sides 35.7 1,315 Total Summary for Pond 1Y: YD1 Inflow Area = 0.621 ac, 7.56% Impervious, Inflow Depth > 1.87" for 10-Year event Inflow = 1.14 cfs @ 12.15 hrs, Volume= 0.097 af Outflow = 1.14 cfs @ 12.20 hrs, Volume= 0.097 af, Atten= 0%, Lag= 3.0 min Primary = 1.14 cfs @ 12.20 hrs, Volume= 0.097 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 306.64' @ 12.23 hrs Flood Elev= 313.00' Device Routing Invert Outlet Devices #1 Primary 306.00'12.0" Round Culvert L= 92.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 306.00' / 305.50' S= 0.0054 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 22HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Primary OutFlow Max=1.03 cfs @ 12.20 hrs HW=306.63' TW=306.22' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.03 cfs @ 2.82 fps) Summary for Pond 2Y: YD2 Inflow Area = 0.998 ac, 8.75% Impervious, Inflow Depth > 1.90" for 10-Year event Inflow = 1.81 cfs @ 12.18 hrs, Volume= 0.158 af Outflow = 1.81 cfs @ 12.23 hrs, Volume= 0.158 af, Atten= 0%, Lag= 3.0 min Primary = 1.81 cfs @ 12.23 hrs, Volume= 0.158 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 306.24' @ 12.23 hrs Flood Elev= 309.38' Device Routing Invert Outlet Devices #1 Primary 305.50'12.0" Round Culvert L= 89.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 305.50' / 304.50' S= 0.0112 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf Primary OutFlow Max=1.78 cfs @ 12.23 hrs HW=306.23' TW=305.35' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.78 cfs @ 2.91 fps) Summary for Pond 3Y: YD3 Inflow Area = 1.317 ac, 9.23% Impervious, Inflow Depth > 1.93" for 10-Year event Inflow = 2.36 cfs @ 12.22 hrs, Volume= 0.211 af Outflow = 2.36 cfs @ 12.27 hrs, Volume= 0.211 af, Atten= 0%, Lag= 3.0 min Primary = 2.36 cfs @ 12.27 hrs, Volume= 0.211 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 305.38' @ 12.27 hrs Flood Elev= 308.38' Device Routing Invert Outlet Devices #1 Primary 304.50'12.0" Round Culvert L= 89.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 304.50' / 303.50' S= 0.0112 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf Primary OutFlow Max=2.31 cfs @ 12.27 hrs HW=305.37' TW=304.29' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.31 cfs @ 3.18 fps) Summary for Pond 4Y: YD4 Inflow Area = 1.707 ac, 9.49% Impervious, Inflow Depth > 1.95" for 10-Year event Inflow = 2.93 cfs @ 12.26 hrs, Volume= 0.277 af Outflow = 2.93 cfs @ 12.31 hrs, Volume= 0.277 af, Atten= 0%, Lag= 3.0 min Primary = 2.93 cfs @ 12.31 hrs, Volume= 0.277 af Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 23HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 304.32' @ 12.33 hrs Flood Elev= 307.39' Device Routing Invert Outlet Devices #1 Primary 303.20'15.0" Round Culvert L= 25.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 303.20' / 303.00' S= 0.0080 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf Primary OutFlow Max=2.79 cfs @ 12.31 hrs HW=304.31' TW=304.02' (Dynamic Tailwater) 1=Culvert (Outlet Controls 2.79 cfs @ 3.21 fps) Summary for Pond 5C: CB1 Inflow Area = 0.224 ac, 77.99% Impervious, Inflow Depth > 3.97" for 10-Year event Inflow = 1.01 cfs @ 12.07 hrs, Volume= 0.074 af Outflow = 1.01 cfs @ 12.12 hrs, Volume= 0.074 af, Atten= 0%, Lag= 3.0 min Primary = 1.01 cfs @ 12.12 hrs, Volume= 0.074 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 305.61' @ 12.12 hrs Flood Elev= 308.60' Device Routing Invert Outlet Devices #1 Primary 305.10'15.0" Round Culvert L= 26.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 305.10' / 304.90' S= 0.0077 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf Primary OutFlow Max=0.97 cfs @ 12.12 hrs HW=305.60' TW=303.88' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.97 cfs @ 3.15 fps) Summary for Pond 6C: CB2 Inflow Area = 2.152 ac, 24.60% Impervious, Inflow Depth > 2.40" for 10-Year event Inflow = 3.77 cfs @ 12.28 hrs, Volume= 0.430 af Outflow = 3.77 cfs @ 12.33 hrs, Volume= 0.430 af, Atten= 0%, Lag= 3.0 min Primary = 3.77 cfs @ 12.33 hrs, Volume= 0.430 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 304.04' @ 12.33 hrs Flood Elev= 308.60' Device Routing Invert Outlet Devices #1 Primary 303.00'15.0" Round Culvert L= 86.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 303.00' / 300.71' S= 0.0266 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 24HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Primary OutFlow Max=3.74 cfs @ 12.33 hrs HW=304.03' TW=301.84' (Dynamic Tailwater) 1=Culvert (Inlet Controls 3.74 cfs @ 3.46 fps) Summary for Pond 7Y: YD5 Inflow Area = 0.334 ac, 12.10% Impervious, Inflow Depth > 2.10" for 10-Year event Inflow = 0.70 cfs @ 12.15 hrs, Volume= 0.059 af Outflow = 0.70 cfs @ 12.20 hrs, Volume= 0.059 af, Atten= 0%, Lag= 3.0 min Primary = 0.70 cfs @ 12.20 hrs, Volume= 0.059 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 302.00' @ 12.27 hrs Flood Elev= 304.94' Device Routing Invert Outlet Devices #1 Primary 301.40'8.0" Round Culvert L= 24.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 301.40' / 301.20' S= 0.0083 '/' Cc= 0.900 n= 0.010, Flow Area= 0.35 sf Primary OutFlow Max=0.52 cfs @ 12.20 hrs HW=301.95' TW=301.78' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.52 cfs @ 2.28 fps) Summary for Pond 8C: CB2A Inflow Area = 2.486 ac, 22.92% Impervious, Inflow Depth > 2.35" for 10-Year event Inflow = 4.24 cfs @ 12.31 hrs, Volume= 0.488 af Outflow = 4.24 cfs @ 12.36 hrs, Volume= 0.488 af, Atten= 0%, Lag= 3.0 min Primary = 4.24 cfs @ 12.36 hrs, Volume= 0.488 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 301.84' @ 12.36 hrs Flood Elev= 306.65' Device Routing Invert Outlet Devices #1 Primary 300.71'15.0" Round Culvert L= 94.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 300.71' / 298.20' S= 0.0267 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf Primary OutFlow Max=4.23 cfs @ 12.36 hrs HW=301.84' TW=299.59' (Dynamic Tailwater) 1=Culvert (Inlet Controls 4.23 cfs @ 3.62 fps) Summary for Pond 9Y: YD6 Inflow Area = 0.282 ac, 14.35% Impervious, Inflow Depth > 2.10" for 10-Year event Inflow = 0.59 cfs @ 12.15 hrs, Volume= 0.049 af Outflow = 0.59 cfs @ 12.20 hrs, Volume= 0.049 af, Atten= 0%, Lag= 3.0 min Primary = 0.59 cfs @ 12.20 hrs, Volume= 0.049 af Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 25HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 299.72' @ 12.32 hrs Flood Elev= 302.54' Device Routing Invert Outlet Devices #1 Primary 299.00'8.0" Round Culvert L= 25.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 299.00' / 298.80' S= 0.0080 '/' Cc= 0.900 n= 0.010, Flow Area= 0.35 sf Primary OutFlow Max=0.25 cfs @ 12.20 hrs HW=299.53' TW=299.49' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.25 cfs @ 1.14 fps) Summary for Pond 10C: CB3 Inflow Area = 0.150 ac, 76.78% Impervious, Inflow Depth > 3.97" for 10-Year event Inflow = 0.67 cfs @ 12.07 hrs, Volume= 0.049 af Outflow = 0.67 cfs @ 12.12 hrs, Volume= 0.049 af, Atten= 0%, Lag= 3.0 min Primary = 0.67 cfs @ 12.12 hrs, Volume= 0.049 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 301.40' @ 12.12 hrs Flood Elev= 304.48' Device Routing Invert Outlet Devices #1 Primary 301.00'15.0" Round Culvert L= 24.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 301.00' / 300.80' S= 0.0083 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf Primary OutFlow Max=0.65 cfs @ 12.12 hrs HW=301.39' TW=299.19' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.65 cfs @ 2.94 fps) Summary for Pond 11C: CB4 Inflow Area = 3.065 ac, 27.87% Impervious, Inflow Depth > 2.50" for 10-Year event Inflow = 5.39 cfs @ 12.23 hrs, Volume= 0.639 af Outflow = 5.39 cfs @ 12.28 hrs, Volume= 0.639 af, Atten= 0%, Lag= 3.0 min Primary = 5.39 cfs @ 12.28 hrs, Volume= 0.639 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 299.66' @ 12.28 hrs Flood Elev= 304.48' Device Routing Invert Outlet Devices #1 Primary 298.20'15.0" Round Culvert L= 63.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 298.20' / 297.30' S= 0.0143 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 26HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Primary OutFlow Max=5.36 cfs @ 12.28 hrs HW=299.65' TW=298.22' (Dynamic Tailwater) 1=Culvert (Inlet Controls 5.36 cfs @ 4.37 fps) Summary for Pond 12Y: YD7 Inflow Area = 0.218 ac, 12.44% Impervious, Inflow Depth > 2.10" for 10-Year event Inflow = 0.46 cfs @ 12.15 hrs, Volume= 0.038 af Outflow = 0.46 cfs @ 12.20 hrs, Volume= 0.038 af, Atten= 0%, Lag= 3.0 min Primary = 0.46 cfs @ 12.20 hrs, Volume= 0.038 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 298.43' @ 12.20 hrs Flood Elev= 302.79' Device Routing Invert Outlet Devices #1 Primary 298.00'8.0" Round Culvert L= 33.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 298.00' / 297.80' S= 0.0061 '/' Cc= 0.900 n= 0.010, Flow Area= 0.35 sf Primary OutFlow Max=0.46 cfs @ 12.20 hrs HW=298.43' TW=298.06' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.46 cfs @ 2.76 fps) Summary for Pond 13C: CB5 Inflow Area = 3.374 ac, 28.50% Impervious, Inflow Depth > 2.52" for 10-Year event Inflow = 5.98 cfs @ 12.27 hrs, Volume= 0.710 af Outflow = 5.98 cfs @ 12.32 hrs, Volume= 0.710 af, Atten= 0%, Lag= 3.0 min Primary = 5.98 cfs @ 12.32 hrs, Volume= 0.710 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 298.26' @ 12.35 hrs Flood Elev= 302.90' Device Routing Invert Outlet Devices #1 Primary 297.00'18.0" Round Culvert L= 216.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 297.00' / 295.55' S= 0.0067 '/' Cc= 0.900 n= 0.010, Flow Area= 1.77 sf Primary OutFlow Max=5.74 cfs @ 12.32 hrs HW=298.25' TW=296.93' (Dynamic Tailwater) 1=Culvert (Outlet Controls 5.74 cfs @ 4.94 fps) Summary for Pond 14C: CB6 Inflow Area = 0.088 ac,100.00% Impervious, Inflow Depth > 4.75" for 10-Year event Inflow = 0.43 cfs @ 12.07 hrs, Volume= 0.035 af Outflow = 0.43 cfs @ 12.12 hrs, Volume= 0.035 af, Atten= 0%, Lag= 3.0 min Primary = 0.43 cfs @ 12.12 hrs, Volume= 0.035 af Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 27HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 297.05' @ 12.57 hrs Flood Elev= 299.49' Device Routing Invert Outlet Devices #1 Primary 296.00'18.0" Round Culvert L= 24.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 296.00' / 295.80' S= 0.0083 '/' Cc= 0.900 n= 0.010, Flow Area= 1.77 sf Primary OutFlow Max=0.00 cfs @ 12.12 hrs HW=296.47' TW=296.54' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Summary for Pond 15C: CB7 Inflow Area = 3.800 ac, 31.77% Impervious, Inflow Depth > 2.61" for 10-Year event Inflow = 6.63 cfs @ 12.31 hrs, Volume= 0.828 af Outflow = 6.63 cfs @ 12.36 hrs, Volume= 0.828 af, Atten= 0%, Lag= 3.0 min Primary = 6.63 cfs @ 12.36 hrs, Volume= 0.828 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 297.05' @ 12.52 hrs Flood Elev= 299.49' Device Routing Invert Outlet Devices #1 Primary 295.55'18.0" Round Culvert L= 116.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 295.55' / 294.70' S= 0.0073 '/' Cc= 0.900 n= 0.010, Flow Area= 1.77 sf Primary OutFlow Max=6.18 cfs @ 12.36 hrs HW=296.98' TW=296.17' (Dynamic Tailwater) 1=Culvert (Outlet Controls 6.18 cfs @ 4.58 fps) Summary for Pond 18D: DMH1 Inflow Area = 3.800 ac, 31.77% Impervious, Inflow Depth > 2.61" for 10-Year event Inflow = 6.63 cfs @ 12.36 hrs, Volume= 0.827 af Outflow = 6.63 cfs @ 12.41 hrs, Volume= 0.827 af, Atten= 0%, Lag= 3.0 min Primary = 6.63 cfs @ 12.41 hrs, Volume= 0.827 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 296.52' @ 12.61 hrs Flood Elev= 299.00' Device Routing Invert Outlet Devices #1 Primary 294.70'18.0" Round Culvert L= 23.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 294.70' / 294.50' S= 0.0087 '/' Cc= 0.900 n= 0.010, Flow Area= 1.77 sf Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 28HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Primary OutFlow Max=5.89 cfs @ 12.41 hrs HW=296.30' TW=295.82' (Dynamic Tailwater) 1=Culvert (Inlet Controls 5.89 cfs @ 3.33 fps) Summary for Pond 19P: POND Inflow Area = 7.648 ac, 19.64% Impervious, Inflow Depth > 2.27" for 10-Year event Inflow = 11.40 cfs @ 12.23 hrs, Volume= 1.449 af Outflow = 4.96 cfs @ 12.81 hrs, Volume= 1.282 af, Atten= 56%, Lag= 34.9 min Primary = 4.96 cfs @ 12.81 hrs, Volume= 1.282 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Starting Elev= 294.00' Surf.Area= 15,747 sf Storage= 7,650 cf Peak Elev= 296.24' @ 12.81 hrs Surf.Area= 24,250 sf Storage= 32,400 cf (24,750 cf above start) Plug-Flow detention time= 207.7 min calculated for 1.107 af (76% of inflow) Center-of-Mass det. time= 91.8 min ( 934.2 - 842.3 ) Volume Invert Avail.Storage Storage Description #1 291.50' 2,700 cf Permanent Pool (Prismatic) Listed below (Recalc) #2 291.50' 2,021 cf Forebay (Prismatic) Listed below (Recalc) #3 293.50' 2,930 cf Permanant Pool Above 293.5 (Prismatic) Listed below (Recalc) #4 294.00' 63,453 cf Extended Detention (Prismatic) Listed below (Recalc) 71,103 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 291.50 838 0 0 292.00 1,066 476 476 293.50 1,899 2,224 2,700 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 291.50 544 0 0 292.00 749 323 323 293.50 1,514 1,697 2,021 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 293.50 5,552 0 0 294.00 6,167 2,930 2,930 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 294.00 6,167 0 0 295.00 11,131 8,649 8,649 296.00 14,147 12,639 21,288 298.00 18,500 32,647 53,935 298.50 19,573 9,518 63,453 Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 29HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 289.50'15.0" Round Culvert L= 33.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 289.50' / 289.00' S= 0.0152 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf #2 Device 1 294.00'Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 1.50 1.50 2.80 Width (feet) 0.00 0.58 1.25 1.25 #3 Device 1 297.50'16.0" x 48.0" Horiz. Orifice/Grate C= 0.600 in 19.4" x 72.0" Grate (55% open area) Limited to weir flow at low heads Primary OutFlow Max=4.96 cfs @ 12.81 hrs HW=296.24' TW=290.32' (Dynamic Tailwater) 1=Culvert (Passes 4.96 cfs of 14.37 cfs potential flow) 2=Custom Weir/Orifice (Weir Controls 4.96 cfs @ 3.65 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 20D: DMH2 Inflow Area = 7.648 ac, 19.64% Impervious, Inflow Depth > 2.01" for 10-Year event Inflow = 4.96 cfs @ 12.81 hrs, Volume= 1.281 af Outflow = 4.96 cfs @ 12.86 hrs, Volume= 1.281 af, Atten= 0%, Lag= 3.0 min Primary = 4.96 cfs @ 12.86 hrs, Volume= 1.281 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 290.33' @ 12.86 hrs Flood Elev= 299.50' Device Routing Invert Outlet Devices #1 Primary 289.00'15.0" Round Culvert L= 248.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 289.00' / 285.90' S= 0.0125 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf Primary OutFlow Max=4.96 cfs @ 12.86 hrs HW=290.33' TW=287.38' (Dynamic Tailwater) 1=Culvert (Inlet Controls 4.96 cfs @ 4.04 fps) Summary for Pond 21C: CB9 Inflow Area = 0.403 ac, 23.27% Impervious, Inflow Depth > 2.36" for 10-Year event Inflow = 0.75 cfs @ 12.14 hrs, Volume= 0.079 af Outflow = 0.75 cfs @ 12.19 hrs, Volume= 0.079 af, Atten= 0%, Lag= 3.0 min Primary = 0.75 cfs @ 12.19 hrs, Volume= 0.079 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 287.39' @ 12.95 hrs Flood Elev= 290.76' Device Routing Invert Outlet Devices #1 Primary 286.10'15.0" Round Culvert L= 24.0' CPP, square edge headwall, Ke= 0.500 Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 30HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Inlet / Outlet Invert= 286.10' / 285.90' S= 0.0083 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf Primary OutFlow Max=0.70 cfs @ 12.19 hrs HW=286.70' TW=286.61' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.70 cfs @ 1.75 fps) Summary for Pond 22C: CB10 Inflow Area = 8.229 ac, 20.89% Impervious, Inflow Depth > 2.06" for 10-Year event Inflow = 5.18 cfs @ 12.85 hrs, Volume= 1.413 af Outflow = 5.18 cfs @ 12.90 hrs, Volume= 1.413 af, Atten= 0%, Lag= 3.0 min Primary = 5.18 cfs @ 12.90 hrs, Volume= 1.413 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 287.39' @ 12.90 hrs Flood Elev= 290.76' Device Routing Invert Outlet Devices #1 Primary 285.90'15.0" Round Culvert L= 31.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 285.90' / 285.70' S= 0.0065 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf Primary OutFlow Max=5.18 cfs @ 12.90 hrs HW=287.39' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 5.18 cfs @ 4.48 fps) Summary for Pond 25P: YD8 Inflow Area = 0.309 ac, 0.00% Impervious, Inflow Depth > 1.64" for 10-Year event Inflow = 0.49 cfs @ 12.15 hrs, Volume= 0.042 af Outflow = 0.49 cfs @ 12.20 hrs, Volume= 0.042 af, Atten= 0%, Lag= 3.0 min Primary = 0.49 cfs @ 12.20 hrs, Volume= 0.042 af Routing by Sim-Route method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 287.39' @ 13.00 hrs Flood Elev= 290.50' Device Routing Invert Outlet Devices #1 Primary 286.30'12.0" Round Culvert L= 6.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 286.30' / 286.10' S= 0.0333 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf Primary OutFlow Max=0.38 cfs @ 12.20 hrs HW=286.77' TW=286.71' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.38 cfs @ 1.55 fps) Type III 24-hr 10-Year Rainfall=4.99"2019-022 Mannarino Maskel Rd Rev2 Printed 10/5/2020Prepared by J.R. Russo & Associates LLC Page 31HydroCAD® 10.00-26 s/n 10006 © 2020 HydroCAD Software Solutions LLC Summary for Link 23P: POST Inflow Area = 8.229 ac, 20.89% Impervious, Inflow Depth > 2.06" for 10-Year event Inflow = 5.18 cfs @ 12.90 hrs, Volume= 1.411 af Primary = 5.18 cfs @ 12.95 hrs, Volume= 1.411 af, Atten= 0%, Lag= 3.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Drainage Report – Kilkenney Heights II, Maskel Road & Abbe Road, South Windsor, CT E – Pipe Sizing Chart & Gutter Flow Analysis Tc Tt i10 Q10 FROM TO Woods (C=0.15) Lawn (C=0.35) Imp. (C=0.9)INC TOTAL (min.) (min.) (in/hr) (cfs) DIA. Length Slope Qfull Vfull YD1 YD2 6,916 18,098 2,045 0.211 0.211 10.0 0.4 5.26 1.1 12 92 0.54 2.8 3.6 YD2 YD3 3,794 10,852 1,760 0.137 0.348 10.4 0.3 5.16 1.8 12 89 1.12 4.1 5.2 YD3 YD4 1,408 10,991 1,490 0.124 0.472 10.7 0.3 5.10 2.4 12 89 1.12 4.1 5.2 YD4 CB2 1,905 13,347 1,760 0.150 0.622 11.0 0.1 5.03 3.1 15 25 0.80 6.3 5.1 CB1 CB2 2,152 7,624 0.175 0.175 5.0 0.1 7.43 1.3 15 26 0.77 6.2 5.0 CB2 CB2A 1,215 8,376 0.183 0.980 11.1 0.2 5.02 4.9 15 86 2.66 11.4 9.3 YD5 CB2A 12,782 1,760 0.139 0.139 10.0 0.1 5.26 0.7 8 24 0.83 1.2 3.4 CB2A CB4 0.000 1.119 11.2 0.2 4.98 5.6 15 94 2.67 11.5 9.3 CB3 CB4 1,513 5,003 0.116 0.116 5.0 0.1 7.43 0.9 15 24 0.83 6.4 5.2 YD6 CB4 10,505 1,760 0.121 0.121 10.0 0.1 5.26 0.6 8 25 0.80 1.2 3.4 CB4 CB5 822 5,636 0.123 1.478 11.4 0.2 4.94 7.3 15 63 1.43 8.4 6.8 YD7 CB5 8,332 1,184 0.091 0.091 10.0 0.2 5.26 0.5 8 33 0.61 1.0 2.9 CB5 CB7 463 3,495 0.076 1.646 11.5 0.7 4.91 8.1 18 216 0.67 9.3 5.3 CB6 CB7 3,854 0.080 0.080 5.0 0.1 7.43 0.6 18 24 0.83 10.4 5.9 CB7 DMH1 7,844 6,842 0.204 1.930 12.2 0.4 4.75 9.2 18 116 0.73 9.7 5.5 DMH1 CB8 0.000 1.930 12.6 0.1 4.67 9.0 18 23 0.87 10.6 6.0 CB8 DMH2 68,728 79,896 19,006 1.271 3.201 80.0 0.1 1.55 5.0 15 33 1.52 8.6 7.0 DMH2 CB10 0.000 3.201 80.1 0.6 1.55 4.9 15 248 1.25 7.8 6.4 YD8 CB9 4,852 8,609 0.086 0.086 10.0 0.0 5.26 0.5 12 6 3.33 7.1 9.0 CB9 CB10 4,083 0.084 0.170 10.0 0.1 5.26 0.9 15 24 0.83 6.4 5.2 CB10 Abbe 690 1,690 5,360 0.127 3.498 80.7 0.1 1.54 5.4 15 31 0.65 5.7 4.6 14,023 98,916 52,589 1.930 PIPE GEOMETRYSTRUCTURE PIPE SIZING CHART Kilkenney Heights II - Open Space Subdivision (13-Lots), Maskel Road, South Windsor, CT AxCAREA (S.F.) J.R. Russo Associates, LLC Sheet 1 of 1 Rev. 3/23/20 Structure Incremental AC to Inlet Total AC to Inlet Q10 Longitudinal Slope (S) Cross Slope (Sx) Pavement Roughness (n) Width of Flow (T) Depth of Flow (d) Total Area of Flow Area Bypass AC Bypass CB1 0.175 0.175 1.30 0.023 0.03125 0.015 5.03 0.16 0.396 0.084 0.037 CB3 0.116 0.153 1.14 0.023 0.03125 0.015 4.79 0.15 0.358 0.068 0.029 CB7 0.204 0.233 1.73 Sag 0.03125 5.88 0.18 CB2 0.183 0.183 1.36 0.023 0.03125 0.015 5.12 0.16 0.409 0.221 0.099 CB2A 0.062 0.160 1.19 0.023 0.03125 0.015 4.87 0.15 0.371 0.194 0.084 CB4 0.062 0.145 1.08 0.023 0.03125 0.015 4.70 0.15 0.345 0.174 0.074 CB5 0.076 0.149 1.11 0.023 0.03125 0.015 4.75 0.15 0.352 0.180 0.076 CB6 0.080 0.156 1.16 Sag 0.03125 5.79 0.18 A Area acres Taken from Pipe Sizing Chart C Runoff Coefficient Taken from Pipe Sizing Chart Tc Time of Concentration 5 min. Assumed i10 Rainfall Intensity 7.43 in/hr Taken from NOAA Table Q10 Flow Rate (10-year storm) cfs Q=A x C x i10 Wg Width of Grate 1.3541 ft Type C CB Grate Inlet P Weir perimeter of Grate 5.02 ft Type C Single Type A Grate Inlet P Weir perimeter of Grate 7.33 ft Type C Double Type II CB Grate Inlet CFS Safety Factor for Clogging 1 Type C CB with 0% clogging Cw Weir Coefficient 3 T={Q10(n)/[0.56(Sx^1.67)(S^0.5)]}^0.3745 Gutter flow width on decline T=[Q10(CFS)/Cw/P]^0.667/Sx Gutter flow width in sag Kilkenny Heights II - Gutter Flow Analysis Maskel Road & Abbe RoadSouth Windsor, Connecticut Kilkenny Heights II Special Permit & Open Space Subdivision Application Open Space Subdivision GEOTEXTILE SILT FENCE (GSF) ANTI-TRACKING EXIT PAD DETAIL (CE) FILTER FABRIC SILT BARRIER AT TYPE "C" CATCH BASIN SILT SOCK (ALTERNATE SEDIMENT BARRIER) SPECIFICATIONS Mechanical Sweeping Water Non-Asphaltic Soil Tackifier MAINTENANCE (DC) 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) SPECIFICATIONS Time Of Year Site Preparation Seed Selection Seedbed Preparation Seed Application Mulching MAINTENANCE (PS) CB GRATE INLET PROTECTION (SILT SACK) STAKED HAYBALE & WOODCHIP FILTER S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022 Details.dwg DRAIN TRENCH DETAIL BITUMINOUS CURB TYPE "C" CATCH BASIN TEMPORARY SEDIMENT TRAP (TST) YARD DRAIN DETAIL RESIDENTIAL ROAD CROSS SECTION (DOT TYPE 4e) TYPICAL SIDEWALK DETAIL SIDEWALK RAMP DETAIL GENERAL NOTE REGARDING DETAILS: ALL MATERIALS SHALL CONFORM TO CT DOT FORM 817, LATEST EDITION, UNLESS OTHERWISE NOTED.OUTLET STRUCTURE GABION/WOOD CHIP FILTER DOUBLE GRATE TYPE 1TYPE C CATCH BASIN S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022 Details.dwg STREET TREE PLANTING EVERGREEN TREE PLANTING SHRUB PLANTING PERMANENT PAVEMENT PATCH TRENCH SECTION TYPICAL SANITARY SEWER GENERAL NOTE REGARDING DETAILS: ALL MATERIALS SHALL CONFORM TO CT DOT FORM 817, LATEST EDITION, UNLESS OTHERWISE NOTED. POCKET POND STORMWATER BASIN (NOT TO SCALE) NOTE: 1 4 2 5 3 EROSION CONTROL MAT STONE CHECK DAM STORMWATER POND ACCESS DRIVE STORM/SEWER MANHOLE BINDER PAVEMENT AROUND CATCH BASINS SANITARY SEWER MANHOLE DOUBLE GRATE TYPE II TYPE "C" CATCH BASIN S:\Acad\2019 Civil 3D\2019-022 Mannarino - Maskel Rd\Russo Drawings\2019-022 Details.dwg Town of South Windsor Planning Department Memorandum To: Rob Mannarino From: Michele Lipe, Director of Planning Date: July 12, 2021 RE: Kilkenney Heights II Surety Bond _________________________________________________________________________________________________ In accordance with Town of South Windsor Subdivision Regulations and the attached approval letter for Kilkenney Heights II, the developer is required to post performance bonds for Public Improvements and site work which are held to insure the completion of required work as shown on the approved plans - Application # 20-02P, Kilkenny Heights II Open Space Subdivision as Shown on Plans Prepared by JR Russo Associates, LLC, Job NO. 2019-022 Dated January 24, 2020 as Revised. These items include: public road Improvements and installation, Erosion Control, Storm Water Structures installation and Plantings in the following amounts: a. Public Improvements $ 920,000.00 b. Erosion and Sediment Control $ 20,000.00 c. Installation of Storm Water Structures $ 25,000.00 d. Plantings in Detention Basin $ 5,000.00 Total Surety $ 970,000.00 1 If the posted surety has an expiration date, surety instrument shall be extended and the expiration date set forth above shall be extended, without amendment, for additional periods of at least one (1) year from the present or future expiration dates hereof, unless sixty (60) days prior to any such expiration date we shall notify you in writing by registered mail, to the above address, that they elect not to renew this Surety Bond for such additional period. Automatic extensions shall continue until such time as the Town of South Windsor releases the obligation Thank you, Michele Lipe, AICP Michele.lipe@southwindsor-ct.gov 860-644-2511 Ext 252  Page 2