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HomeMy WebLinkAbout21-14P Distinctive Tree 591 NutmegTOWN OF SOUTH WINDSOR PLANNING & ZONING COMMISSION APPLICATION FORM s Application Number: r Official Receipt Date: `d } Munis Application APPLICANT: Distinctive Tree Care .PROJECT NAME: Distinctive Tree Care COMPLETE LOCATION OF PROPERTY: 591 Nutmeg Road North OWNER OF RECORD ON LAND RECORDS: Nutmeg Road North 591 LLC OWNER ADDRESS: 48 Patria Road, South Windsor, CT 06074 GIS PIN # 65100591 ZONE NAME, ADDRESS, TELEPHONE &' EMAIL ADDRESS OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: Daniel Jameson, Design Professionals, Inc., 21 Jeffrey Drive, South Windsor CT (860) 291-8755; diames.on@designprofessionalsinc.com Estimated presentation time: 15 THIS APPLICATION IS FOR: (Check all that apply): ❑ Zone Change to (Public Hearing and Certificate of Mailing Required) ❑ Open Space Subdivision/Resubdivision (Public Hearing and Certificate of Mailing Required) ❑ Subdivision ❑ Minor ❑ Major ❑ Resubdivision (Public Hearing .Required) ❑ Minor ❑ Major ❑ Conditional Subdivision ❑ Special Exception to Table (Public Hearing. and Certificate of Mailing Required). 0 Site Plan of Development ❑ New ✓❑ Modification Building(s) Sq Ft 4,621 sr ❑ General Plan of Development ❑ Earth Filling (Sec. 7.6) and/or Earth Removal (Sec. 7.16) (Public Hearing and Certificate of Mailing Required) ❑ Regulation Amendment ❑ Zoning ❑ Subdivision Attach proposed amendment (Public Hearing Required) ❑ Temporary and Conditional Permit (Public Hearing Requiredfor ❑ Temporary and Conditional Permit Renewal for ❑ Detached In Law Apartment or ❑ Accessory Apartment (Public Hearing and Certificate of Mailing Required) ❑ Major Home Occupation (Certificate of Mailing Required) for ❑ Other.(explain in detail) PLEAS OTE:.An Applic. ten (107dys prior to being Wz Signature (of Applicant Print Name of Applicant Pending Sign is required to osted on the property for all applications d by the Commission. 71�571111 Signature J aSon 7er1f,(:1 Print Name of Property Owner Revised 1/9/2017 TOWN OF SOUTH WINDSOR CHECKLIST REQUIRED INFORMATION SITE PLANS APPLICANT Distinctive Tree Care (Nutmeg Road North 591 LLC) PROJECT NAME Distinctive Tree Care This checklist must be signed by plan preparer (P.E./L..S.) declaring that all required information is provided. Items 1-7 are required for all applications; items 8-11 required where appropriate. Check. mark for each item supplied. -X 1. On each sheet for plans or maps, title block with the following information: ^X a. Name, address and telephone.of applicant. X b. Name, address and telephone number of Land Surveyor or Professional Engineer. X.__._._ c. Name of Development, _.._...._.. d. Date when drawings were made. _X 2. Key Map: An overall map drawn to a scale of 1 inch equals either 100 feet or 200 feet. This map will show the overall design of the Development and surrounding property within 500 feet. X a. Data block which gives needed zoning information such as percentage of lot coverage, acreage of tract, number of apartment units, parking requirements, etc. x b. Outline of buildings. x c. Layout of streets, x d. Surrounding property boundaries -within 500 feet. x e. Names of abutting property owners. NIA f. Proposed open spaces and recreation areas. x g. Driveway cuts on abutting properties and any properties across from proposed site. X h. Distance to and name of nearest intersection street. X. 3. Architectural Elevations: See attached checklist for Architecture and Design Review. x 4. Plot Plan: A layout map of the proposed site drawn to a scale of 1 inch equals 40 feet on either of the following size sheets: (1) 24" x 36" with a 3/4" ruled margin; (2) 18" x 24" with a 1/2 ruled margin, containing.the following data: x a. Distance and bearings of all boundary lines and acreage of site. Iron pins required at all property angle points and shown on map. N/A b. Proposed streets and street lines with center line station, curve data, and parking spaces. x c. Building lines in accordance with zoning regulations. x d. Proposed buildings and other structures, including signs, outside lighting, and dumpsters (on concrete pad and screened). X e. Easements, noting grantors, grantees, and purpose must be shown in table format, e.g. below Grantor Grantee Type of Date Filed VolJPg Easement x f. Names of abutting property owners. x g. Monuments will be indicated at corners and angles of all streets and at all points of curvature and tangency. The monumented points within proposed site shall be coordinated. These coordinates shall appear in tabular form on the plot plan. The accessibility of these CGS points shall be determined by the Town Engineer. N/A h. All open space or other common or public land uses shall be indicated. X L A-2 certification; P.E./L.S. Seal. x 5; Topographic Map: A map drawn to a scale of 1 inch to 40 feet on sheets not exceeding 24 inches by 36 inches, including ruled margins shall in addition to the requirements of the plot plans show the following: X a. All existing and proposed buildings. x b. Curb Lines and pavement width, sidewalks. X c. Existing and proposed sanitary sewers. .X d. Existing and proposed water and -all existing utilities. 2 x e. Present wooded area indicated by foliage lines. Any trees to be saved should be shown. X. f. Existing and proposed contours shall be shown in not less than two -foot intervals,.but in cases of relatively level land, the contours shall be one - foot intervals and spot elevations. X g . Regulated wetlands and 100-year floodplain or note that none are present. x h. Proposed storm drainage system, showing all catch basins; endwalls, manholes, lengths and sizes of pipes and elevations of structures. (Maximum distance between catch basins shall be 300 feet and minimum size of storm drain lines shall be 15 inches, within Town ROW.) If plan/profile sheet is provided all of this does not need to be shown. Only top of frame elevations and inverts of open discharge pipe shall be shown on this plan. NIA i. Connections of all springs into proposed storm drainage system as needed. NIA j. Location and indications of existing brook channels, and 100=year flood limits. x k. A-2 & T-2 Certification; P.E & L.S. Seals. x 6. landscaping plan x 7. Drainage calculations: - Zero Runoff Increase per attached guidelines. X 8.. Traffic Report x 9. Site Lighting Plan N.A _ _ 10. Plans and Profiles: A plan and profile of the proposed streets drawn on plan/profile paper of scales 1 inch to 40 feet horizontally, and 1 inch to 4 feet vertically on sheets not exceeding 24 inches by 36 inches, including ruled margins and containing the following: N/A a. Layout of streets in sections coordinated by stations with the profile. N/.A b. Street plan showing roadways, drainage, sanitary sewer (including house sewer), foundation drains, lot lines, buildings including all utilities with elevations (top frame and inverts); size, type, length, slopes of pipes. NIA c. Sight line at driveway & street intersections. 3 NIA d. Profile of roadway showing existing and finished grades. Roadway profile will show all tangent grade and all vertical curve information. NIA e. Profile will show all catch basins and all drainage lines between catch basins with all invert and top of frame elevations, sizes, lengths and slopes of pipes. N/A slopes Where any storm drainage line discharges into an existing brook sufficient profile of this brook will be shown to determine conditions. N/A g. CGS datum shall be used on all sites accessible to these controls. The Town Engineer shall, based on standard engineering practices, determine the accessibility of these controls. NIA h. Profiles shall show all sanitary sewer lines and manholes, including elevations, (inverts, top of frame) sizes, lengths, and slopes of pipes. Top of foundation elevations for building shall be shown. NIA 11. Open Space Site Improvement Plans: For sites which require or include a provision for open spaces, a plan which contains data for site improvement may be required. This map shall be drawn to a scale of 1 inch equals 40 feet. NIA 12. Sanitary Report: Where individual sanitary sewage disposal systems are proposed, the final plans shall include a Sanitary Report certified by a Professional Engineer. The report shall demonstrate the feasibility of the proposed individual systems. \�>>slllfirrri GO NAj p ' H. JA4j4;�s o . 4 Daniel H. Jameson, P. _ F •a`�, 33459 PLA&PKffPAR ./L.S.) ,rsS'oNA\-,����• February 2002; Rev. 4-04 0 3 0�- 2 2 DATE ©···esignrofessionalsesign rofessionals· · · esign rofessionals 555 NUTMEG ROAD 555 NUTMEG RD NO REALTY LLC 65100555 585 NUTMEG ROAD SJD PROPERTY MANAGEMENT LLC 65100585 41 GLENDALE ROAD CHARBONNEAU ANDRE L 35400041 21 GLENDALE ROAD LUCK FIVE LLC 35400021 580 NUTMEG ROAD LRG LLC 65100580 571 NUTMEG ROAD MJJ REALTY LLC 65100571 625 NUTMEG ROAD SPIRIT MASTER FUNDING X LLC 65100625 612 NUTMEG ROAD MR SOUTH WINDSOR PROPERTIES LLC 65100612 1161 JOHN FITCH BLVD MANCHESTER PROPERTY GROUP LLC 47701161 570 NUTMEG ROAD MR SOUTH WINDSOR PROPERTIES LLC 65100570 600 NUTMEG ROAD MR SOUTH WINDSOR PROPERTIES LLC 65100600 602 NUTMEG ROAD MR SOUTH WINDSOR PROPERTIES LLC 65100602 1145 JOHN FITCH BLVD MELLEN RICHARD B JR &47701145 1179 JOHN FITCH BLVD MONTANO DIANA ANN L/U 47701179 636 NUTMEG ROAD NORTH NUTMEG ASSOCIATES LLC 65100636 652 NUTMEG ROAD ANNE-KAY CORPORATION 65100652 1209 JOHN FITCH BLVD 1209 JOHN FITCH LLC 47701209 1249 JOHN FITCH BLVD 1239 JFB LLC 47701249 560 NUTMEG ROAD 560 NUTMEG ROAD NORTH LLC 65100560 © · · · esign rofessionals··· © · · · esign rofessionals © · · · esign rofessionals © · · · esign rofessionals ©···esignrofessionals· · · ’ · · · · ’ · © · · · esign rofessionals ©···esignrofessionalsSTAKE TREES ONLY UPON THE APPROVAL OF THE LANDSCAPE ARCHITECT SEE STAKING DETAIL. WRAP TREE TRUNKS ONLY UPON THE APPROVAL OF THE LANDSCAPE ARCHITECT. SEE WRAPPING DETAIL. DO NOT HEAVILY PRUNE THE TREE AT PLANTING. PRUNE ONLY CROSSOVER LIMBS, CO-DOMINANT LEADERS, AND BROKEN OR DEAD BRANCHES. SOME INTERIOR TWIGS AND LATERAL BRANCHES MAY BE PRUNED; HOWEVER, DO NOT REMOVE THE TERMINAL BUDS OF BRANCHES THAT EXTEND TO THE EDGE OF THE CROWN. NOTE: FOR DIMENSIONS OF PLANTING AREAS, TYPES OF SOIL AMENDMENTS, OR SOIL REPLACEMENT, SEE "SOIL IMPROVEMENT DETAILS." NOTES: MARK THE NORTH SIDE OF THE TREE IN THE NURSERY, AND ROTATE TREE TO FACE NORTH AT THE SITE WHEN EVER POSSIBLE. SET TOP OF ROOT BALL FLUSH TO GRADE OR 25MM-50MM (1"-2") HIGHER IN SLOWLY DRAINING SOILS. MULCH RING, 1800MM (6') DIA. MIN. 2400MM (8') DIA. PREFERRED 50MM (2") MULCH. DO NOT PLACE MULCH IN CONTACT WITH TREE TRUNK. MAINTAIN THE MULCH WEED-FREE FOR A MIN. OF THREE YEARS AFTER PLANTING. EACH TREE MUST BE PLANTED SUCH THAT THE TRUNK FLARE IS VISIBLE AT THE TOP OF THE ROOT BALL. TREES WHERE THE TRUNK FLARE IS NOT VISIBLE SHALL BE REJECTED. DON'T COVER THE TOP OF THE ROOT BALL WITH SOIL. 100MM (4") HIGH EARTH SAUCER BEYOND EDGE OF ROOT BALL. REMOVE ALL TWINE, ROPE, WIRE AND BURLAP FROM TOP HALF OF ROOT BALL. REMOVE COMPLETELY IF SYNTHETIC IS USED. TAMP SOIL AROUND ROOT BALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOT BALL DOESN'T SHIFT. IF PLANT IS SHIPPED WITH A WIRE BASKET AROUND ROOT BALL, CUT THE WIRE BASKET IN FOUR PLACES AND FOLD DOWN 200MM (8") INTO PLANTING HOLE. PLACE ROOT BALL ON UNEXCAVATED OR TAMPED SOIL. 1.NO MULCH WITHIN 3" OF TREE TRUNK 2.THIS DETAIL ASSUMES THAT THE PLANTING SPACE IS LARGER THAN 2400 MM (8 FT.) SQUARE, OPEN TO THE SKY, AND NOT COVERED BY ANY PAVING OR GRATING. WIRE OR CABLE SIZES SHALL BE AS FOLLOWS: TREES UP TO 65 MM (2.5 IN.) CALIPER - 14 GAUGE TREES 65 MM (2.5 IN.) TO 75 MM (3 IN.) CALIPER - 12 GAUGE TIGHTEN WIRE OR CABLE ONLY ENOUGH TO KEEP FROM SLIPPING. ALLOW FOR SOME TRUNK MOVEMENT. PLASTIC HOSE SHALL BE LONG ENOUGH TO ACCOMMODATE 35MM (1.5 IN.) OF GROWTH AND BUFFER ALL BRANCHES FROM THE WIRE. TUCK ANY LOOSE ENDS OF THE WIRE OR CABLE INTO THE WIRE WRAP SO THAT NO SHARP WIRE ENDS ARE EXPOSED. TREES NORMALLY DO NOT NEED TO BE STAKED AND STAKING CAN BE HARMFUL TO THE TREE. STAKING SHOULD BE DONE ONLY WITH THE APPROVAL OF THE LANDSCAPE ARCHITECT IF IT IS EXPECTED THAT THE TREE WILL NOT BE ABLE TO SUPPORT ITSELF. THE FOLLOWING ARE REASONS WHY TREES DO NOT REMAIN STRAIGHT. o TREES WITH POOR QUALITY ROOT BALLS OR ROOT BALLS THAT HAVE BEEN CRACKED OR DAMAGED. REJECT RATHER THAN STAKE. o TREES THAT HAVE GROWN TOO CLOSE TOGETHER IN THE NURSERY, RESULTING IN WEAK TRUNKS. REJECT RATHER THAN STAKE. o PLANTING PROCEDURES THAT DO NOT ADEQUATELY TAMP SOILS AROUND THE ROOT BALL. CORRECT THE PLANTING PROCEDURE. o ROOT BALLS PLACED ON SOFT SOIL. TAMP SOILS UNDER ROOT BALL PRIOR TO PLANTING. o ROOT BALLS WITH VERY SANDY SOIL OR VERY WET CLAY SOIL. STAKING ADVISABLE. o TREES LOCATED IN A PLACE OF EXTREMELY WINDY CONDITIONS. STAKING ADVISABLE. REMOVE ALL STAKING AS SOON AS THE TREE HAS GROWN SUFFICIENT ROOTS TO OVERCOME THE PROBLEM THAT REQUIRED THE TREE TO BE STAKED. STAKES SHALL BE REMOVED NO LATER THE END OF THE FIRST GROWING SEASON AFTER PLANTING. OUTSIDE THE EDGE OF THE ROOT BALL. ASSURE THAT THE BEARING SURFACE OF THE PROTECTIVE COVERING OF THE WIRE OR CABLE AGAINST THE TREE TRUNK IS A MINIMUM OF 12 MM (0.5 IN.). NOTE: ALL STAKES SHALL BE DRIVEN 1200MM (4')13MM (0.5") DIAMETER PLASTIC HOSE GALVANIZED WIRE OR CABLE TWIST WIRE TO TIGHTEN. 2"x2"X8' HARDWOOD STAKES OR OTHER APPROVED STAKE MATERIAL. PAINT TOP 6" OF STAKES ORANGE FOR VISIBILITY. Not to Scale TREE PLANTING DETAIL1 Not to Scale SHRUB & GROUNDCOVER PLANTING DETAIL3 Not to Scale TREE STAKING DETAIL (3" CAL. OR SMALLER)3 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· · · esign rofessionals ©···esignrofessionals“ ” · ·” ·“” · · · ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals Storm Drainage Report Distinctive Tree Care 591 & 595 Nutmeg Road North South Windsor, CT Prepared by: Design Professionals, Inc. 21 Jeffrey Drive South Windsor, CT 06074 March 2, 2021 Table of Contents Section Page Introduction 2 Existing Site Conditions 2 Proposed Site Conditions 3 Storm Sewer Collection System 3 Water Quality 3 Conclusion 4 Appendices A Pre-Development Drainage HydroCAD Report B Post-Development Drainage HydroCAD Report Pond Reports Watershed P1 100-yr Rational Report C NRCS Soil Map & Data D Storm Sewer Analysis Results E Water Quality Calculations Water Quality Volume Water Quality Flow Calculation Barracuda Specs F Drainage Area Maps Existing Condition Drainage Area Map Proposed Condition Drainage Area Map Page 2 Introduction Distinctive Tree Care proposing to develop two parcels located at 591 & 595 Nutmeg Road North. Lot 1 (595 Nutmeg Road North ~ 7.82 acre lot) will include the construction of 2 buildings; one to be 13,955 sf and the other to be 7,200 sf foot building. Lot 2 (591 Nutmeg Road North ~ 1.44 acre lot) will include construction of a 4,621 square foot building. Both buildings will have its own driveway access to Nutmeg Road North and associated site improvements to include but not be limited to new access driveways, parking areas for vehicles, sidewalks, landscaping, lighting, utilities, common access drive, and stormwater management BMP’s. The total combined tract area is 9.26 acres. The total expected disturbance during construction for Lot 1 and Lot 2 is 5.50 acres and 1.0 acres, respectively. For more information, please refer to the plans entitled “Distinctive Tree Care ~ Site Plan Modification ~ 591 & 595 Nutmeg Road North ~ South Windsor, CT” prepared by Design Professionals, Inc., and dated March 2, 2021, as amended. Existing Site Conditions Lot 1 During the October 2011 blizzard, the existing building collapsed and was subsequently razed. The site still has in place the existing paved driveway, parking areas, and underground utilities. In general, the developed portion of the property grades down from north to south. The majority of paved surface runs off into a subsurface storm sewer collection system consisting of catchbasins and reinforced concrete pipe. The system and most all other overland runoff is collected by the site’s detention basin. The detention basin’s outlet structure is a 24 inch outlet that does not appear to provide any stormwater attenuation. Following discharge from the detention basin, flow ultimately enters the upper reach of Stoughton Brook. Stoughton Brook is tributary to the Connecticut River. Other than paved surfaces, the surficial characteristics of the site can primarily be classified as a compilation of woodlands and overgrown vegetation. The property is relatively flat with topographical relief at approximately 10 feet. Lot 2 The area is 1.44 acres and located at the southeast corner of the parent lot. In general, the land slopes down from southeast to northwest. The majority of stormwater runoff enters the site’s detention pond. The ground’s surface is best characterized as woods. In order to establish a hydrologic comparison between existing and proposed conditions, an evaluation was performed to quantify the peak rate of stormwater discharge to downstream waters. Methods outlined in the U.S.D.A. National Resources Conservation Service’s Technical Release 55 (Urban Hydrology for Small Watersheds), were followed Page 3 in estimating runoff and times of concentration. Hydraflow Hydragraphs (version 2012) computer modeling software was used as application. The peak rate of stormwater runoff discharging to downstream waters was estimated for the 2-, 10-, 25-, 50-, and 100 year storm events. Refer to Appendix A for the existing conditions watershed computations. A map depicting the existing condition’s storm drainage runoff patterns (Sheet DA-1) is provided in Appendix F. Proposed Site Conditions Lot 1 Distinctive Tree proposes to erect a new building in approximately the same location as the existing building whose roof collapsed in 2011. The existing storm sewer system and its watershed area will remain approximately unchanged. The final downstream length of pipe will be reduced to include a Barracuda hydrodynamic separator to treat flow from the existing catchbasins. All other developed portions of the lot will runoff into stilling basins. The purpose of the stilling basins is threefold; they serve to attenuate peak discharge of stormwater, dissipate energy of receiving flow, and improve water quality. The intent of the proposed storm drainage system design was to reduce the peak rate of flow into downstream waters to a level below that which occurs under existing conditions. A net reduction of peak discharge into the downstream waters will occur as a result of the proposed site development as compared to existing conditions following the 2-, 10-, 25-, 50-, and 100 year storm events. Refer to Table 1 below. Reach 2 year 10 year 25 year 50 year 100 year DP#1 – South West Wetland Boundary Pre 2.76 3.62 4.38 5.03 5.92 Post 1.69 2.43 2.99 3.49 4.09 Storm Sewer Collection System The proposed subsurface stormwater collection and conveyance system was designed to adequately convey proposed runoff under 10- year storm event conditions. The design of the storm sewers followed the guidelines set forth in the Connecticut Department of Transportation’s Drainage Manual. It is estimated that during a 10-year storm event, all proposed subsurface culverts will convey storm runoff without resulting in any unacceptable flooding conditions. The computations are included as Appendix D. Water Quality 2~ADS Barracuda water quality units are proposed to address water quality for all flows from the site. Water quality units were sized based on the determined water quality flow Page 4 for the area draining to them. See Appendix E for water quality flow calculations, and ADS Barracuda manufacturer’s sizing. All other developed areas on the site not contributing watershed to the existing subsurface storm collection system will be graded such that runoff will be directed into one of three stilling basins. The stilling basins will be approximately two to four feet deep and planted with a ‘seasonally flooded wildlife food mix’. The growth demand of the plantings (resulting from the wildlife food mix) typically consumes nutrients such as nitrogen and phosphorous which would otherwise discharge into downstream waters. Other benefits provided by the stilling basins include energy dissipation for control of erosion, removal of heavy metals, and facilitation of groundwater infiltration. The proposed plantings will also result in a more diverse environment in terms of flora and fauna. See Appendix E for water quality volume calculations. Conclusion It is our opinion that the proposed stormwater management design as presented herein and on the accompanying site plans, will not pose any significant detrimental impacts to the environment surrounding the site. The proposed design will likely benefit the quality of downstream waters as compared to existing (pre-developed) conditions. APPENDIX A Watershed Computations (Pre-Development Drainage HydroCAD Report) E1 Existing Area 1 E2 Existing Area 2 EP1 Existing Detention Basin E-DP1 Existing DP1 Routing Diagram for 3136.D - Drainage Prepared by Design Professionals, Inc. , Printed 3/1/2021 HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link Existing Conditions Type III 24-hr 2-YR Rainfall=3.12"3136.D - Drainage Printed 3/1/2021Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=2.907 ac 4.51% Impervious Runoff Depth=0.00"Subcatchment E1: Existing Area 1 Tc=15.0 min CN=39 Runoff=0.00 cfs 0.000 af Runoff Area=5.329 ac 39.63% Impervious Runoff Depth=1.15"Subcatchment E2: Existing Area 2 Tc=7.0 min CN=77 Runoff=6.74 cfs 0.513 af Peak Elev=65.42' Storage=3,738 cf Inflow=6.74 cfs 0.513 afPond EP1: Existing Detention Basin Outflow=2.76 cfs 0.513 af Inflow=2.76 cfs 0.513 afLink E-DP1: Existing DP1 Primary=2.76 cfs 0.513 af Existing Conditions Type III 24-hr 10-YR Rainfall=4.95"3136.D - Drainage Printed 3/1/2021Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=2.907 ac 4.51% Impervious Runoff Depth=0.19"Subcatchment E1: Existing Area 1 Tc=15.0 min CN=39 Runoff=0.08 cfs 0.046 af Runoff Area=5.329 ac 39.63% Impervious Runoff Depth=2.58"Subcatchment E2: Existing Area 2 Tc=7.0 min CN=77 Runoff=15.54 cfs 1.146 af Peak Elev=66.94' Storage=13,857 cf Inflow=15.54 cfs 1.146 afPond EP1: Existing Detention Basin Outflow=3.55 cfs 1.146 af Inflow=3.62 cfs 1.192 afLink E-DP1: Existing DP1 Primary=3.62 cfs 1.192 af Existing Conditions Type III 24-hr 25-YR Rainfall=6.10"3136.D - Drainage Printed 3/1/2021Prepared by Design Professionals, Inc. Page 4HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=2.907 ac 4.51% Impervious Runoff Depth=0.47"Subcatchment E1: Existing Area 1 Tc=15.0 min CN=39 Runoff=0.51 cfs 0.115 af Runoff Area=5.329 ac 39.63% Impervious Runoff Depth=3.57"Subcatchment E2: Existing Area 2 Tc=7.0 min CN=77 Runoff=21.48 cfs 1.584 af Peak Elev=67.69' Storage=21,848 cf Inflow=21.48 cfs 1.584 afPond EP1: Existing Detention Basin Outflow=3.88 cfs 1.584 af Inflow=4.38 cfs 1.699 afLink E-DP1: Existing DP1 Primary=4.38 cfs 1.699 af Existing Conditions Type III 24-hr 50-YR Rainfall=6.94"3136.D - Drainage Printed 3/1/2021Prepared by Design Professionals, Inc. Page 5HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=2.907 ac 4.51% Impervious Runoff Depth=0.75"Subcatchment E1: Existing Area 1 Tc=15.0 min CN=39 Runoff=1.02 cfs 0.181 af Runoff Area=5.329 ac 39.63% Impervious Runoff Depth=4.31"Subcatchment E2: Existing Area 2 Tc=7.0 min CN=77 Runoff=25.90 cfs 1.915 af Peak Elev=68.13' Storage=28,209 cf Inflow=25.90 cfs 1.915 afPond EP1: Existing Detention Basin Outflow=4.06 cfs 1.915 af Inflow=5.03 cfs 2.096 afLink E-DP1: Existing DP1 Primary=5.03 cfs 2.096 af Existing Conditions Type III 24-hr 100-YR Rainfall=7.86"3136.D - Drainage Printed 3/1/2021Prepared by Design Professionals, Inc. Page 6HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=2.907 ac 4.51% Impervious Runoff Depth=1.10"Subcatchment E1: Existing Area 1 Tc=15.0 min CN=39 Runoff=1.80 cfs 0.266 af Runoff Area=5.329 ac 39.63% Impervious Runoff Depth=5.15"Subcatchment E2: Existing Area 2 Tc=7.0 min CN=77 Runoff=30.79 cfs 2.285 af Peak Elev=68.58' Storage=35,583 cf Inflow=30.79 cfs 2.285 afPond EP1: Existing Detention Basin Outflow=4.24 cfs 2.285 af Inflow=5.92 cfs 2.552 afLink E-DP1: Existing DP1 Primary=5.92 cfs 2.552 af Existing Conditions Type III 24-hr 2-YR Rainfall=3.12"3136.D - Drainage Printed 3/1/2021Prepared by Design Professionals, Inc. Page 7HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment E1: Existing Area 1 [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type III 24-hr 2-YR Rainfall=3.12" Area (ac) CN Description 1.989 30 Woods, Good, HSG A 0.631 55 Woods, Good, HSG B * 0.034 66 Woods, Good, HSG B/D 0.122 39 >75% Grass cover, Good, HSG A * 0.131 98 IMPERVIOUS 2.907 39 Weighted Average 2.776 95.49% Pervious Area 0.131 4.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment E1: Existing Area 1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 2-YR Rainfall=3.12" Runoff Area=2.907 ac Runoff Volume=0.000 af Runoff Depth=0.00" Tc=15.0 min CN=39 0.00 cfs Existing Conditions Type III 24-hr 2-YR Rainfall=3.12"3136.D - Drainage Printed 3/1/2021Prepared by Design Professionals, Inc. Page 8HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment E2: Existing Area 2 Runoff = 6.74 cfs @ 12.11 hrs, Volume= 0.513 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type III 24-hr 2-YR Rainfall=3.12" Area (ac) CN Description 0.009 30 Woods, Good, HSG A 0.490 55 Woods, Good, HSG B * 1.878 66 Woods, Good, HSG B/D 0.039 39 >75% Grass cover, Good, HSG A 0.599 61 >75% Grass cover, Good, HSG B * 0.202 71 >75% Grass cover, Good, HSG B/D * 2.112 98 IMPERVIOUS 5.329 77 Weighted Average 3.217 60.37% Pervious Area 2.112 39.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment E2: Existing Area 2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 Type III 24-hr 2-YR Rainfall=3.12" Runoff Area=5.329 ac Runoff Volume=0.513 af Runoff Depth=1.15" Tc=7.0 min CN=77 6.74 cfs Existing Conditions Type III 24-hr 2-YR Rainfall=3.12"3136.D - Drainage Printed 3/1/2021Prepared by Design Professionals, Inc. Page 9HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond EP1: Existing Detention Basin Inflow Area = 5.329 ac, 39.63% Impervious, Inflow Depth = 1.15" for 2-YR event Inflow = 6.74 cfs @ 12.11 hrs, Volume= 0.513 af Outflow = 2.76 cfs @ 12.40 hrs, Volume= 0.513 af, Atten= 59%, Lag= 17.7 min Primary = 2.76 cfs @ 12.40 hrs, Volume= 0.513 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Peak Elev= 65.42' @ 12.40 hrs Surf.Area= 3,891 sf Storage= 3,738 cf Plug-Flow detention time= 9.5 min calculated for 0.513 af (100% of inflow) Center-of-Mass det. time= 9.5 min ( 864.2 - 854.7 ) Volume Invert Avail.Storage Storage Description #1 62.70' 65,684 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 62.70 12 0 0 65.00 2,144 2,479 2,479 66.00 6,333 4,239 6,718 67.00 8,951 7,642 14,360 68.00 14,691 11,821 26,181 69.00 19,951 17,321 43,502 70.00 24,414 22,183 65,684 Device Routing Invert Outlet Devices #1 Primary 62.66'24.0" Round Culvert L= 50.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 62.66' / 62.33' S= 0.0066 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 3.14 sf #2 Device 1 62.70'6.0" W x 9.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=2.76 cfs @ 12.40 hrs HW=65.42' (Free Discharge) 1=Culvert (Passes 2.76 cfs of 18.44 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.76 cfs @ 7.36 fps) Existing Conditions Type III 24-hr 2-YR Rainfall=3.12"3136.D - Drainage Printed 3/1/2021Prepared by Design Professionals, Inc. Page 10HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond EP1: Existing Detention Basin Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=5.329 ac Peak Elev=65.42' Storage=3,738 cf 6.74 cfs 2.76 cfs Existing Conditions Type III 24-hr 2-YR Rainfall=3.12"3136.D - Drainage Printed 3/1/2021Prepared by Design Professionals, Inc. Page 11HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Link E-DP1: Existing DP1 Inflow Area = 8.236 ac, 27.23% Impervious, Inflow Depth = 0.75" for 2-YR event Inflow = 2.76 cfs @ 12.40 hrs, Volume= 0.513 af Primary = 2.76 cfs @ 12.40 hrs, Volume= 0.513 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Link E-DP1: Existing DP1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=8.236 ac 2.76 cfs 2.76 cfs Existing Conditions Type III 24-hr 10-YR Rainfall=4.95"3136.D - Drainage Printed 3/1/2021Prepared by Design Professionals, Inc. Page 12HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E1: Existing Area 1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type III 24-hr 10-YR Rainfall=4.95" Runoff Area=2.907 ac Runoff Volume=0.046 af Runoff Depth=0.19" Tc=15.0 min CN=39 0.08 cfs Subcatchment E2: Existing Area 2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 10-YR Rainfall=4.95" Runoff Area=5.329 ac Runoff Volume=1.146 af Runoff Depth=2.58" Tc=7.0 min CN=77 15.54 cfs Existing Conditions Type III 24-hr 10-YR Rainfall=4.95"3136.D - Drainage Printed 3/1/2021Prepared by Design Professionals, Inc. Page 13HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond EP1: Existing Detention Basin Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=5.329 ac Peak Elev=66.94' Storage=13,857 cf 15.54 cfs 3.55 cfs Link E-DP1: Existing DP1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=8.236 ac 3.62 cfs 3.62 cfs Existing Conditions Type III 24-hr 25-YR Rainfall=6.10"3136.D - Drainage Printed 3/1/2021Prepared by Design Professionals, Inc. Page 14HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E1: Existing Area 1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-YR Rainfall=6.10" Runoff Area=2.907 ac Runoff Volume=0.115 af Runoff Depth=0.47" Tc=15.0 min CN=39 0.51 cfs Subcatchment E2: Existing Area 2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 25-YR Rainfall=6.10" Runoff Area=5.329 ac Runoff Volume=1.584 af Runoff Depth=3.57" Tc=7.0 min CN=77 21.48 cfs Existing Conditions Type III 24-hr 25-YR Rainfall=6.10"3136.D - Drainage Printed 3/1/2021Prepared by Design Professionals, Inc. Page 15HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond EP1: Existing Detention Basin Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=5.329 ac Peak Elev=67.69' Storage=21,848 cf 21.48 cfs 3.88 cfs Link E-DP1: Existing DP1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=8.236 ac 4.38 cfs 4.38 cfs Existing Conditions Type III 24-hr 50-YR Rainfall=6.94"3136.D - Drainage Printed 3/1/2021Prepared by Design Professionals, Inc. Page 16HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E1: Existing Area 1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 50-YR Rainfall=6.94" Runoff Area=2.907 ac Runoff Volume=0.181 af Runoff Depth=0.75" Tc=15.0 min CN=39 1.02 cfs Subcatchment E2: Existing Area 2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 50-YR Rainfall=6.94" Runoff Area=5.329 ac Runoff Volume=1.915 af Runoff Depth=4.31" Tc=7.0 min CN=77 25.90 cfs Existing Conditions Type III 24-hr 50-YR Rainfall=6.94"3136.D - Drainage Printed 3/1/2021Prepared by Design Professionals, Inc. Page 17HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond EP1: Existing Detention Basin Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=5.329 ac Peak Elev=68.13' Storage=28,209 cf 25.90 cfs 4.06 cfs Link E-DP1: Existing DP1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=8.236 ac 5.03 cfs 5.03 cfs Existing Conditions Type III 24-hr 100-YR Rainfall=7.86"3136.D - Drainage Printed 3/1/2021Prepared by Design Professionals, Inc. Page 18HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E1: Existing Area 1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 100-YR Rainfall=7.86" Runoff Area=2.907 ac Runoff Volume=0.266 af Runoff Depth=1.10" Tc=15.0 min CN=39 1.80 cfs Subcatchment E2: Existing Area 2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 100-YR Rainfall=7.86" Runoff Area=5.329 ac Runoff Volume=2.285 af Runoff Depth=5.15" Tc=7.0 min CN=77 30.79 cfs Existing Conditions Type III 24-hr 100-YR Rainfall=7.86"3136.D - Drainage Printed 3/1/2021Prepared by Design Professionals, Inc. Page 19HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond EP1: Existing Detention Basin Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=5.329 ac Peak Elev=68.58' Storage=35,583 cf 30.79 cfs 4.24 cfs Link E-DP1: Existing DP1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=8.236 ac 5.92 cfs 5.92 cfs Type III 24-hr 100-YR Rainfall=7.86"3136.D - Drainage Printed 3/1/2021Prepared by Design Professionals, Inc. HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond EP1: Existing Detention Basin Inflow Area = 5.329 ac, 39.63% Impervious, Inflow Depth = 5.15" for 100-YR event Inflow = 30.79 cfs @ 12.10 hrs, Volume= 2.285 af Outflow = 4.24 cfs @ 12.67 hrs, Volume= 2.285 af, Atten= 86%, Lag= 34.5 min Primary = 4.24 cfs @ 12.67 hrs, Volume= 2.285 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Peak Elev= 68.58' @ 12.67 hrs Surf.Area= 17,741 sf Storage= 35,583 cf Plug-Flow detention time= 69.1 min calculated for 2.284 af (100% of inflow) Center-of-Mass det. time= 69.1 min ( 880.4 - 811.4 ) Volume Invert Avail.Storage Storage Description #1 62.70' 65,684 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 62.70 12 0 0 65.00 2,144 2,479 2,479 66.00 6,333 4,239 6,718 67.00 8,951 7,642 14,360 68.00 14,691 11,821 26,181 69.00 19,951 17,321 43,502 70.00 24,414 22,183 65,684 Device Routing Invert Outlet Devices #1 Primary 62.66'24.0" Round Culvert L= 50.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 62.66' / 62.33' S= 0.0066 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 3.14 sf #2 Device 1 62.70'6.0" W x 9.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=4.24 cfs @ 12.67 hrs HW=68.58' (Free Discharge) 1=Culvert (Passes 4.24 cfs of 33.55 cfs potential flow) 2=Orifice/Grate (Orifice Controls 4.24 cfs @ 11.29 fps) APPENDIX B Watershed Computations (Post-Development Drainage HydroCAD Report) P2 P2 P3 P3 P4 P4 P5 P5 P6 P6 P7 P7 EP1* Existing Detention Basin (Prop Condition) SB2 Stilling Basin 2 SB3 Stilling Basin 3 P-DP1 Proposed DP1 Routing Diagram for 3136.D - Drainage Prepared by Design Professionals, Inc. , Printed 3/2/2021 HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Condition Type III 24-hr 2-YR Rainfall=3.12"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=1.480 ac 77.03% Impervious Runoff Depth=2.01"Subcatchment P2: P2 Tc=6.0 min CN=89 Runoff=3.46 cfs 0.248 af Runoff Area=0.317 ac 84.54% Impervious Runoff Depth=2.37"Subcatchment P3: P3 Tc=6.0 min CN=93 Runoff=0.85 cfs 0.063 af Runoff Area=0.664 ac 53.16% Impervious Runoff Depth=1.62"Subcatchment P4: P4 Tc=8.0 min CN=84 Runoff=1.17 cfs 0.089 af Runoff Area=1.283 ac 12.39% Impervious Runoff Depth=0.83"Subcatchment P5: P5 Flow Length=100' Slope=0.0530 '/' Tc=9.8 min CN=71 Runoff=0.98 cfs 0.089 af Runoff Area=0.668 ac 91.62% Impervious Runoff Depth=2.67"Subcatchment P6: P6 Tc=6.0 min CN=96 Runoff=1.95 cfs 0.149 af Runoff Area=1.083 ac 1.20% Impervious Runoff Depth=0.08"Subcatchment P7: P7 Flow Length=100' Slope=0.0500 '/' Tc=15.1 min CN=48 Runoff=0.01 cfs 0.007 af Peak Elev=66.03' Storage=6,522 cf Inflow=6.20 cfs 0.537 afPond EP1*: Existing Detention Basin (Prop Outflow=1.69 cfs 0.537 af Peak Elev=69.58' Storage=1,251 cf Inflow=0.85 cfs 0.063 afPond SB2: Stilling Basin 2 Outflow=0.50 cfs 0.035 af Peak Elev=69.51' Storage=3,206 cf Inflow=1.17 cfs 0.089 afPond SB3: Stilling Basin 3 Outflow=0.04 cfs 0.016 af Inflow=1.69 cfs 0.544 afLink P-DP1: Proposed DP1 Primary=1.69 cfs 0.544 af Proposed Condition Type III 24-hr 10-YR Rainfall=4.95"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=1.480 ac 77.03% Impervious Runoff Depth=3.72"Subcatchment P2: P2 Tc=6.0 min CN=89 Runoff=6.27 cfs 0.459 af Runoff Area=0.317 ac 84.54% Impervious Runoff Depth=4.15"Subcatchment P3: P3 Tc=6.0 min CN=93 Runoff=1.45 cfs 0.110 af Runoff Area=0.664 ac 53.16% Impervious Runoff Depth=3.22"Subcatchment P4: P4 Tc=8.0 min CN=84 Runoff=2.32 cfs 0.178 af Runoff Area=1.283 ac 12.39% Impervious Runoff Depth=2.08"Subcatchment P5: P5 Flow Length=100' Slope=0.0530 '/' Tc=9.8 min CN=71 Runoff=2.70 cfs 0.222 af Runoff Area=0.668 ac 91.62% Impervious Runoff Depth=4.48"Subcatchment P6: P6 Tc=6.0 min CN=96 Runoff=3.18 cfs 0.250 af Runoff Area=1.083 ac 1.20% Impervious Runoff Depth=0.57"Subcatchment P7: P7 Flow Length=100' Slope=0.0500 '/' Tc=15.1 min CN=48 Runoff=0.30 cfs 0.051 af Peak Elev=67.36' Storage=17,080 cf Inflow=13.19 cfs 1.119 afPond EP1*: Existing Detention Basin (Prop Outflow=2.17 cfs 1.119 af Peak Elev=69.66' Storage=1,309 cf Inflow=1.45 cfs 0.110 afPond SB2: Stilling Basin 2 Outflow=1.42 cfs 0.082 af Peak Elev=69.65' Storage=3,450 cf Inflow=2.32 cfs 0.178 afPond SB3: Stilling Basin 3 Outflow=1.14 cfs 0.105 af Inflow=2.43 cfs 1.170 afLink P-DP1: Proposed DP1 Primary=2.43 cfs 1.170 af Proposed Condition Type III 24-hr 25-YR Rainfall=6.10"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 4HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=1.480 ac 77.03% Impervious Runoff Depth=4.83"Subcatchment P2: P2 Tc=6.0 min CN=89 Runoff=8.03 cfs 0.596 af Runoff Area=0.317 ac 84.54% Impervious Runoff Depth=5.28"Subcatchment P3: P3 Tc=6.0 min CN=93 Runoff=1.82 cfs 0.140 af Runoff Area=0.664 ac 53.16% Impervious Runoff Depth=4.29"Subcatchment P4: P4 Tc=8.0 min CN=84 Runoff=3.06 cfs 0.237 af Runoff Area=1.283 ac 12.39% Impervious Runoff Depth=2.98"Subcatchment P5: P5 Flow Length=100' Slope=0.0530 '/' Tc=9.8 min CN=71 Runoff=3.92 cfs 0.319 af Runoff Area=0.668 ac 91.62% Impervious Runoff Depth=5.63"Subcatchment P6: P6 Tc=6.0 min CN=96 Runoff=3.94 cfs 0.313 af Runoff Area=1.083 ac 1.20% Impervious Runoff Depth=1.05"Subcatchment P7: P7 Flow Length=100' Slope=0.0500 '/' Tc=15.1 min CN=48 Runoff=0.73 cfs 0.095 af Peak Elev=68.03' Storage=25,444 cf Inflow=18.57 cfs 1.504 afPond EP1*: Existing Detention Basin (Prop Outflow=2.38 cfs 1.504 af Peak Elev=69.68' Storage=1,328 cf Inflow=1.82 cfs 0.140 afPond SB2: Stilling Basin 2 Outflow=1.79 cfs 0.112 af Peak Elev=69.75' Storage=3,652 cf Inflow=3.06 cfs 0.237 afPond SB3: Stilling Basin 3 Outflow=2.62 cfs 0.164 af Inflow=2.99 cfs 1.599 afLink P-DP1: Proposed DP1 Primary=2.99 cfs 1.599 af Proposed Condition Type III 24-hr 50-YR Rainfall=6.94"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 5HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=1.480 ac 77.03% Impervious Runoff Depth=5.65"Subcatchment P2: P2 Tc=6.0 min CN=89 Runoff=9.31 cfs 0.697 af Runoff Area=0.317 ac 84.54% Impervious Runoff Depth=6.11"Subcatchment P3: P3 Tc=6.0 min CN=93 Runoff=2.09 cfs 0.161 af Runoff Area=0.664 ac 53.16% Impervious Runoff Depth=5.08"Subcatchment P4: P4 Tc=8.0 min CN=84 Runoff=3.60 cfs 0.281 af Runoff Area=1.283 ac 12.39% Impervious Runoff Depth=3.67"Subcatchment P5: P5 Flow Length=100' Slope=0.0530 '/' Tc=9.8 min CN=71 Runoff=4.85 cfs 0.393 af Runoff Area=0.668 ac 91.62% Impervious Runoff Depth=6.46"Subcatchment P6: P6 Tc=6.0 min CN=96 Runoff=4.50 cfs 0.360 af Runoff Area=1.083 ac 1.20% Impervious Runoff Depth=1.46"Subcatchment P7: P7 Flow Length=100' Slope=0.0500 '/' Tc=15.1 min CN=48 Runoff=1.14 cfs 0.132 af Peak Elev=68.45' Storage=31,927 cf Inflow=23.11 cfs 1.791 afPond EP1*: Existing Detention Basin (Prop Outflow=2.50 cfs 1.791 af Peak Elev=69.70' Storage=1,342 cf Inflow=2.09 cfs 0.161 afPond SB2: Stilling Basin 2 Outflow=2.06 cfs 0.134 af Peak Elev=69.80' Storage=3,743 cf Inflow=3.60 cfs 0.281 afPond SB3: Stilling Basin 3 Outflow=3.40 cfs 0.208 af Inflow=3.49 cfs 1.923 afLink P-DP1: Proposed DP1 Primary=3.49 cfs 1.923 af Proposed Condition Type III 24-hr 100-YR Rainfall=7.86"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 6HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=1.480 ac 77.03% Impervious Runoff Depth=6.55"Subcatchment P2: P2 Tc=6.0 min CN=89 Runoff=10.70 cfs 0.808 af Runoff Area=0.317 ac 84.54% Impervious Runoff Depth=7.02"Subcatchment P3: P3 Tc=6.0 min CN=93 Runoff=2.38 cfs 0.186 af Runoff Area=0.664 ac 53.16% Impervious Runoff Depth=5.96"Subcatchment P4: P4 Tc=8.0 min CN=84 Runoff=4.20 cfs 0.330 af Runoff Area=1.283 ac 12.39% Impervious Runoff Depth=4.46"Subcatchment P5: P5 Flow Length=100' Slope=0.0530 '/' Tc=9.8 min CN=71 Runoff=5.89 cfs 0.477 af Runoff Area=0.668 ac 91.62% Impervious Runoff Depth=7.38"Subcatchment P6: P6 Tc=6.0 min CN=96 Runoff=5.11 cfs 0.411 af Runoff Area=1.083 ac 1.20% Impervious Runoff Depth=1.96"Subcatchment P7: P7 Flow Length=100' Slope=0.0500 '/' Tc=15.1 min CN=48 Runoff=1.64 cfs 0.177 af Peak Elev=68.87' Storage=39,337 cf Inflow=27.01 cfs 2.110 afPond EP1*: Existing Detention Basin (Prop Outflow=2.61 cfs 2.110 af Peak Elev=69.72' Storage=1,355 cf Inflow=2.38 cfs 0.186 afPond SB2: Stilling Basin 2 Outflow=2.35 cfs 0.158 af Peak Elev=69.83' Storage=3,808 cf Inflow=4.20 cfs 0.330 afPond SB3: Stilling Basin 3 Outflow=4.01 cfs 0.257 af Inflow=4.09 cfs 2.287 afLink P-DP1: Proposed DP1 Primary=4.09 cfs 2.287 af Proposed Condition Type III 24-hr 2-YR Rainfall=3.12"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 7HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P2: P2 Runoff = 3.46 cfs @ 12.09 hrs, Volume= 0.248 af, Depth= 2.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type III 24-hr 2-YR Rainfall=3.12" Area (ac) CN Description 0.014 39 >75% Grass cover, Good, HSG A 0.149 61 >75% Grass cover, Good, HSG B * 0.066 71 >75% Grass cover, Good, HSG B/D * 1.140 98 IMPERVIOUS 0.012 30 Woods, Good, HSG A 0.085 55 Woods, Good, HSG B * 0.014 66 Woods, Good, HSG B/D 1.480 89 Weighted Average 0.340 22.97% Pervious Area 1.140 77.03% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P2: P2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Type III 24-hr 2-YR Rainfall=3.12" Runoff Area=1.480 ac Runoff Volume=0.248 af Runoff Depth=2.01" Tc=6.0 min CN=89 3.46 cfs Proposed Condition Type III 24-hr 2-YR Rainfall=3.12"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 8HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P3: P3 Runoff = 0.85 cfs @ 12.09 hrs, Volume= 0.063 af, Depth= 2.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type III 24-hr 2-YR Rainfall=3.12" Area (ac) CN Description 0.028 61 >75% Grass cover, Good, HSG B * 0.021 71 >75% Grass cover, Good, HSG B/D * 0.268 98 IMPERVIOUS 0.317 93 Weighted Average 0.049 15.46% Pervious Area 0.268 84.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P3: P3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-YR Rainfall=3.12" Runoff Area=0.317 ac Runoff Volume=0.063 af Runoff Depth=2.37" Tc=6.0 min CN=93 0.85 cfs Proposed Condition Type III 24-hr 2-YR Rainfall=3.12"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 9HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P4: P4 Runoff = 1.17 cfs @ 12.12 hrs, Volume= 0.089 af, Depth= 1.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type III 24-hr 2-YR Rainfall=3.12" Area (ac) CN Description 0.089 61 >75% Grass cover, Good, HSG B * 0.175 71 >75% Grass cover, Good, HSG B/D * 0.353 98 IMPERVIOUS * 0.047 66 Woods, Good, HSG B/D 0.664 84 Weighted Average 0.311 46.84% Pervious Area 0.353 53.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P4: P4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 2-YR Rainfall=3.12" Runoff Area=0.664 ac Runoff Volume=0.089 af Runoff Depth=1.62" Tc=8.0 min CN=84 1.17 cfs Proposed Condition Type III 24-hr 2-YR Rainfall=3.12"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 10HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P5: P5 Runoff = 0.98 cfs @ 12.15 hrs, Volume= 0.089 af, Depth= 0.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type III 24-hr 2-YR Rainfall=3.12" Area (ac) CN Description 0.117 61 >75% Grass cover, Good, HSG B * 0.534 71 >75% Grass cover, Good, HSG B/D * 0.159 98 IMPERVIOUS 0.040 55 Woods, Good, HSG B * 0.433 66 Woods, Good, HSG B/D 1.283 71 Weighted Average 1.124 87.61% Pervious Area 0.159 12.39% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.8 100 0.0530 0.17 Sheet Flow, Grass SF Grass: Dense n= 0.240 P2= 3.12" Subcatchment P5: P5 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 2-YR Rainfall=3.12" Runoff Area=1.283 ac Runoff Volume=0.089 af Runoff Depth=0.83" Flow Length=100' Slope=0.0530 '/' Tc=9.8 min CN=71 0.98 cfs Proposed Condition Type III 24-hr 2-YR Rainfall=3.12"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 11HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P6: P6 Runoff = 1.95 cfs @ 12.08 hrs, Volume= 0.149 af, Depth= 2.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type III 24-hr 2-YR Rainfall=3.12" Area (ac) CN Description 0.011 61 >75% Grass cover, Good, HSG B * 0.045 71 >75% Grass cover, Good, HSG B/D * 0.612 98 IMPERVIOUS 0.668 96 Weighted Average 0.056 8.38% Pervious Area 0.612 91.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P6: P6 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 2-YR Rainfall=3.12" Runoff Area=0.668 ac Runoff Volume=0.149 af Runoff Depth=2.67" Tc=6.0 min CN=96 1.95 cfs Proposed Condition Type III 24-hr 2-YR Rainfall=3.12"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 12HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P7: P7 Runoff = 0.01 cfs @ 14.88 hrs, Volume= 0.007 af, Depth= 0.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type III 24-hr 2-YR Rainfall=3.12" Area (ac) CN Description 0.062 39 >75% Grass cover, Good, HSG A 0.182 61 >75% Grass cover, Good, HSG B * 0.074 71 >75% Grass cover, Good, HSG B/D * 0.013 98 IMPERVIOUS 0.393 30 Woods, Good, HSG A 0.348 55 Woods, Good, HSG B * 0.011 66 Woods, Good, HSG B/D 1.083 48 Weighted Average 1.070 98.80% Pervious Area 0.013 1.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.1 100 0.0500 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.12" Subcatchment P7: P7 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.013 0.012 0.011 0.011 0.01 0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 Type III 24-hr 2-YR Rainfall=3.12" Runoff Area=1.083 ac Runoff Volume=0.007 af Runoff Depth=0.08" Flow Length=100' Slope=0.0500 '/' Tc=15.1 min CN=48 0.01 cfs Proposed Condition Type III 24-hr 2-YR Rainfall=3.12"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 13HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond EP1*: Existing Detention Basin (Prop Condition) Inflow Area = 4.412 ac, 57.39% Impervious, Inflow Depth = 1.46" for 2-YR event Inflow = 6.20 cfs @ 12.09 hrs, Volume= 0.537 af Outflow = 1.69 cfs @ 12.52 hrs, Volume= 0.537 af, Atten= 73%, Lag= 25.6 min Primary = 1.69 cfs @ 12.52 hrs, Volume= 0.537 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Peak Elev= 66.03' @ 12.52 hrs Surf.Area= 6,130 sf Storage= 6,522 cf Plug-Flow detention time= 42.2 min calculated for 0.536 af (100% of inflow) Center-of-Mass det. time= 42.2 min ( 870.9 - 828.7 ) Volume Invert Avail.Storage Storage Description #1 62.70' 63,150 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 62.70 112 0 0 65.00 1,917 2,333 2,333 66.00 6,043 3,980 6,313 67.00 8,580 7,312 13,625 68.00 14,230 11,405 25,030 69.00 19,351 16,791 41,820 70.00 23,308 21,330 63,150 Device Routing Invert Outlet Devices #1 Primary 62.70'24.0" Round Culvert L= 45.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 62.70' / 62.33' S= 0.0082 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 3.14 sf #2 Device 1 62.70'3.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 64.00'6.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=1.69 cfs @ 12.52 hrs HW=66.03' (Free Discharge) 1=Culvert (Passes 1.69 cfs of 23.11 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.42 cfs @ 8.63 fps) 3=Orifice/Grate (Orifice Controls 1.26 cfs @ 6.43 fps) Proposed Condition Type III 24-hr 2-YR Rainfall=3.12"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 14HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond EP1*: Existing Detention Basin (Prop Condition) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=4.412 ac Peak Elev=66.03' Storage=6,522 cf 6.20 cfs 1.69 cfs Proposed Condition Type III 24-hr 2-YR Rainfall=3.12"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 15HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond SB2: Stilling Basin 2 Inflow Area = 0.317 ac, 84.54% Impervious, Inflow Depth = 2.37" for 2-YR event Inflow = 0.85 cfs @ 12.09 hrs, Volume= 0.063 af Outflow = 0.50 cfs @ 12.20 hrs, Volume= 0.035 af, Atten= 42%, Lag= 7.0 min Primary = 0.50 cfs @ 12.20 hrs, Volume= 0.035 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Peak Elev= 69.58' @ 12.20 hrs Surf.Area= 725 sf Storage= 1,251 cf Plug-Flow detention time= 203.2 min calculated for 0.035 af (56% of inflow) Center-of-Mass det. time= 96.7 min ( 890.2 - 793.5 ) Volume Invert Avail.Storage Storage Description #1 66.00' 1,665 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 66.00 5 0 0 68.00 377 382 382 70.00 818 1,195 1,577 70.10 944 88 1,665 Device Routing Invert Outlet Devices #1 Primary 69.50'9.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=0.49 cfs @ 12.20 hrs HW=69.58' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.49 cfs @ 0.70 fps) Proposed Condition Type III 24-hr 2-YR Rainfall=3.12"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 16HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond SB2: Stilling Basin 2 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.317 ac Peak Elev=69.58' Storage=1,251 cf 0.85 cfs 0.50 cfs Proposed Condition Type III 24-hr 2-YR Rainfall=3.12"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 17HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond SB3: Stilling Basin 3 Inflow Area = 0.664 ac, 53.16% Impervious, Inflow Depth = 1.62" for 2-YR event Inflow = 1.17 cfs @ 12.12 hrs, Volume= 0.089 af Outflow = 0.04 cfs @ 16.62 hrs, Volume= 0.016 af, Atten= 97%, Lag= 270.0 min Primary = 0.04 cfs @ 16.62 hrs, Volume= 0.016 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Peak Elev= 69.51' @ 16.62 hrs Surf.Area= 1,790 sf Storage= 3,206 cf Plug-Flow detention time= 487.6 min calculated for 0.016 af (18% of inflow) Center-of-Mass det. time= 341.1 min ( 1,173.7 - 832.6 ) Volume Invert Avail.Storage Storage Description #1 66.00' 4,353 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 66.00 5 0 0 68.00 1,052 1,057 1,057 70.00 2,028 3,080 4,137 70.10 2,287 216 4,353 Device Routing Invert Outlet Devices #1 Primary 69.50'8.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=0.03 cfs @ 16.62 hrs HW=69.51' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.03 cfs @ 0.28 fps) Proposed Condition Type III 24-hr 2-YR Rainfall=3.12"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 18HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond SB3: Stilling Basin 3 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.664 ac Peak Elev=69.51' Storage=3,206 cf 1.17 cfs 0.04 cfs Proposed Condition Type III 24-hr 2-YR Rainfall=3.12"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 19HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Link P-DP1: Proposed DP1 Inflow Area = 5.495 ac, 46.31% Impervious, Inflow Depth = 1.19" for 2-YR event Inflow = 1.69 cfs @ 12.52 hrs, Volume= 0.544 af Primary = 1.69 cfs @ 12.52 hrs, Volume= 0.544 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Link P-DP1: Proposed DP1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=5.495 ac 1.69 cfs 1.69 cfs Proposed Condition Type III 24-hr 10-YR Rainfall=4.95"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 20HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P2: P2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 Type III 24-hr 10-YR Rainfall=4.95" Runoff Area=1.480 ac Runoff Volume=0.459 af Runoff Depth=3.72" Tc=6.0 min CN=89 6.27 cfs Subcatchment P3: P3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 10-YR Rainfall=4.95" Runoff Area=0.317 ac Runoff Volume=0.110 af Runoff Depth=4.15" Tc=6.0 min CN=93 1.45 cfs Proposed Condition Type III 24-hr 10-YR Rainfall=4.95"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 21HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P4: P4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 10-YR Rainfall=4.95" Runoff Area=0.664 ac Runoff Volume=0.178 af Runoff Depth=3.22" Tc=8.0 min CN=84 2.32 cfs Subcatchment P5: P5 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Type III 24-hr 10-YR Rainfall=4.95" Runoff Area=1.283 ac Runoff Volume=0.222 af Runoff Depth=2.08" Flow Length=100' Slope=0.0530 '/' Tc=9.8 min CN=71 2.70 cfs Proposed Condition Type III 24-hr 10-YR Rainfall=4.95"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 22HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P6: P6 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Type III 24-hr 10-YR Rainfall=4.95" Runoff Area=0.668 ac Runoff Volume=0.250 af Runoff Depth=4.48" Tc=6.0 min CN=96 3.18 cfs Subcatchment P7: P7 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10-YR Rainfall=4.95" Runoff Area=1.083 ac Runoff Volume=0.051 af Runoff Depth=0.57" Flow Length=100' Slope=0.0500 '/' Tc=15.1 min CN=48 0.30 cfs Proposed Condition Type III 24-hr 10-YR Rainfall=4.95"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 23HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond EP1*: Existing Detention Basin (Prop Condition) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.412 ac Peak Elev=67.36' Storage=17,080 cf 13.19 cfs 2.17 cfs Pond SB2: Stilling Basin 2 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.317 ac Peak Elev=69.66' Storage=1,309 cf 1.45 cfs 1.42 cfs Proposed Condition Type III 24-hr 10-YR Rainfall=4.95"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 24HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond SB3: Stilling Basin 3 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.664 ac Peak Elev=69.65' Storage=3,450 cf 2.32 cfs 1.14 cfs Link P-DP1: Proposed DP1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=5.495 ac 2.43 cfs 2.43 cfs Proposed Condition Type III 24-hr 25-YR Rainfall=6.10"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 25HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P2: P2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)8 7 6 5 4 3 2 1 0 Type III 24-hr 25-YR Rainfall=6.10" Runoff Area=1.480 ac Runoff Volume=0.596 af Runoff Depth=4.83" Tc=6.0 min CN=89 8.03 cfs Subcatchment P3: P3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 25-YR Rainfall=6.10" Runoff Area=0.317 ac Runoff Volume=0.140 af Runoff Depth=5.28" Tc=6.0 min CN=93 1.82 cfs Proposed Condition Type III 24-hr 25-YR Rainfall=6.10"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 26HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P4: P4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Type III 24-hr 25-YR Rainfall=6.10" Runoff Area=0.664 ac Runoff Volume=0.237 af Runoff Depth=4.29" Tc=8.0 min CN=84 3.06 cfs Subcatchment P5: P5 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type III 24-hr 25-YR Rainfall=6.10" Runoff Area=1.283 ac Runoff Volume=0.319 af Runoff Depth=2.98" Flow Length=100' Slope=0.0530 '/' Tc=9.8 min CN=71 3.92 cfs Proposed Condition Type III 24-hr 25-YR Rainfall=6.10"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 27HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P6: P6 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type III 24-hr 25-YR Rainfall=6.10" Runoff Area=0.668 ac Runoff Volume=0.313 af Runoff Depth=5.63" Tc=6.0 min CN=96 3.94 cfs Subcatchment P7: P7 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-YR Rainfall=6.10" Runoff Area=1.083 ac Runoff Volume=0.095 af Runoff Depth=1.05" Flow Length=100' Slope=0.0500 '/' Tc=15.1 min CN=48 0.73 cfs Proposed Condition Type III 24-hr 25-YR Rainfall=6.10"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 28HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond EP1*: Existing Detention Basin (Prop Condition) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.412 ac Peak Elev=68.03' Storage=25,444 cf 18.57 cfs 2.38 cfs Pond SB2: Stilling Basin 2 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.317 ac Peak Elev=69.68' Storage=1,328 cf 1.82 cfs 1.79 cfs Proposed Condition Type III 24-hr 25-YR Rainfall=6.10"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 29HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond SB3: Stilling Basin 3 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=0.664 ac Peak Elev=69.75' Storage=3,652 cf 3.06 cfs 2.62 cfs Link P-DP1: Proposed DP1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=5.495 ac 2.99 cfs 2.99 cfs Proposed Condition Type III 24-hr 50-YR Rainfall=6.94"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 30HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P2: P2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 50-YR Rainfall=6.94" Runoff Area=1.480 ac Runoff Volume=0.697 af Runoff Depth=5.65" Tc=6.0 min CN=89 9.31 cfs Subcatchment P3: P3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 50-YR Rainfall=6.94" Runoff Area=0.317 ac Runoff Volume=0.161 af Runoff Depth=6.11" Tc=6.0 min CN=93 2.09 cfs Proposed Condition Type III 24-hr 50-YR Rainfall=6.94"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 31HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P4: P4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type III 24-hr 50-YR Rainfall=6.94" Runoff Area=0.664 ac Runoff Volume=0.281 af Runoff Depth=5.08" Tc=8.0 min CN=84 3.60 cfs Subcatchment P5: P5 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type III 24-hr 50-YR Rainfall=6.94" Runoff Area=1.283 ac Runoff Volume=0.393 af Runoff Depth=3.67" Flow Length=100' Slope=0.0530 '/' Tc=9.8 min CN=71 4.85 cfs Proposed Condition Type III 24-hr 50-YR Rainfall=6.94"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 32HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P6: P6 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type III 24-hr 50-YR Rainfall=6.94" Runoff Area=0.668 ac Runoff Volume=0.360 af Runoff Depth=6.46" Tc=6.0 min CN=96 4.50 cfs Subcatchment P7: P7 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 50-YR Rainfall=6.94" Runoff Area=1.083 ac Runoff Volume=0.132 af Runoff Depth=1.46" Flow Length=100' Slope=0.0500 '/' Tc=15.1 min CN=48 1.14 cfs Proposed Condition Type III 24-hr 50-YR Rainfall=6.94"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 33HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond EP1*: Existing Detention Basin (Prop Condition) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=4.412 ac Peak Elev=68.45' Storage=31,927 cf 23.11 cfs 2.50 cfs Pond SB2: Stilling Basin 2 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.317 ac Peak Elev=69.70' Storage=1,342 cf 2.09 cfs 2.06 cfs Proposed Condition Type III 24-hr 50-YR Rainfall=6.94"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 34HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond SB3: Stilling Basin 3 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=0.664 ac Peak Elev=69.80' Storage=3,743 cf 3.60 cfs 3.40 cfs Link P-DP1: Proposed DP1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=5.495 ac 3.49 cfs 3.49 cfs Proposed Condition Type III 24-hr 100-YR Rainfall=7.86"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 35HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P2: P2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 100-YR Rainfall=7.86" Runoff Area=1.480 ac Runoff Volume=0.808 af Runoff Depth=6.55" Tc=6.0 min CN=89 10.70 cfs Subcatchment P3: P3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 100-YR Rainfall=7.86" Runoff Area=0.317 ac Runoff Volume=0.186 af Runoff Depth=7.02" Tc=6.0 min CN=93 2.38 cfs Proposed Condition Type III 24-hr 100-YR Rainfall=7.86"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 36HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P4: P4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type III 24-hr 100-YR Rainfall=7.86" Runoff Area=0.664 ac Runoff Volume=0.330 af Runoff Depth=5.96" Tc=8.0 min CN=84 4.20 cfs Subcatchment P5: P5 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Type III 24-hr 100-YR Rainfall=7.86" Runoff Area=1.283 ac Runoff Volume=0.477 af Runoff Depth=4.46" Flow Length=100' Slope=0.0530 '/' Tc=9.8 min CN=71 5.89 cfs Proposed Condition Type III 24-hr 100-YR Rainfall=7.86"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 37HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P6: P6 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type III 24-hr 100-YR Rainfall=7.86" Runoff Area=0.668 ac Runoff Volume=0.411 af Runoff Depth=7.38" Tc=6.0 min CN=96 5.11 cfs Subcatchment P7: P7 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 100-YR Rainfall=7.86" Runoff Area=1.083 ac Runoff Volume=0.177 af Runoff Depth=1.96" Flow Length=100' Slope=0.0500 '/' Tc=15.1 min CN=48 1.64 cfs Proposed Condition Type III 24-hr 100-YR Rainfall=7.86"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 38HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond EP1*: Existing Detention Basin (Prop Condition) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=4.412 ac Peak Elev=68.87' Storage=39,337 cf 27.01 cfs 2.61 cfs Pond SB2: Stilling Basin 2 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.317 ac Peak Elev=69.72' Storage=1,355 cf 2.38 cfs 2.35 cfs Proposed Condition Type III 24-hr 100-YR Rainfall=7.86"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 39HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond SB3: Stilling Basin 3 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=0.664 ac Peak Elev=69.83' Storage=3,808 cf 4.20 cfs 4.01 cfs Link P-DP1: Proposed DP1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=5.495 ac 4.09 cfs 4.09 cfs Proposed Conditions Type III 24-hr 100-YR Rainfall=7.86"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 40HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond EP1*: Existing Detention Basin (Prop Condition) Inflow Area = 4.412 ac, 57.39% Impervious, Inflow Depth = 5.74" for 100-YR event Inflow = 27.01 cfs @ 12.10 hrs, Volume= 2.110 af Outflow = 2.61 cfs @ 13.03 hrs, Volume= 2.110 af, Atten= 90%, Lag= 55.9 min Primary = 2.61 cfs @ 13.03 hrs, Volume= 2.110 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Peak Elev= 68.87' @ 13.03 hrs Surf.Area= 18,682 sf Storage= 39,337 cf Plug-Flow detention time= 146.2 min calculated for 2.110 af (100% of inflow) Center-of-Mass det. time= 146.1 min ( 942.1 - 796.0 ) Volume Invert Avail.Storage Storage Description #1 62.70' 63,150 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 62.70 112 0 0 65.00 1,917 2,333 2,333 66.00 6,043 3,980 6,313 67.00 8,580 7,312 13,625 68.00 14,230 11,405 25,030 69.00 19,351 16,791 41,820 70.00 23,308 21,330 63,150 Device Routing Invert Outlet Devices #1 Primary 62.70'24.0" Round Culvert L= 45.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 62.70' / 62.33' S= 0.0082 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 3.14 sf #2 Device 1 62.70'3.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 64.00'6.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=2.61 cfs @ 13.03 hrs HW=68.87' (Free Discharge) 1=Culvert (Passes 2.61 cfs of 34.39 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.58 cfs @ 11.84 fps) 3=Orifice/Grate (Orifice Controls 2.03 cfs @ 10.35 fps) Summary for Pond SB1: Infiltration Swale/Stilling Basin 1 [43] Hint: Has no inflow (Outflow=Zero) Volume Invert Avail.Storage Storage Description #1 69.00' 10,885 cf Custom Stage Data (Prismatic) Listed below (Recalc) Proposed Conditions Type III 24-hr 100-YR Rainfall=7.86"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 41HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 69.00 4,470 0 0 70.50 10,043 10,885 10,885 Device Routing Invert Outlet Devices #1 Primary 70.50'20.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=0.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond SB2: Stilling Basin 2 Inflow Area = 0.317 ac, 84.54% Impervious, Inflow Depth = 7.02" for 100-YR event Inflow = 2.38 cfs @ 12.08 hrs, Volume= 0.186 af Outflow = 2.35 cfs @ 12.10 hrs, Volume= 0.158 af, Atten= 1%, Lag= 0.8 min Primary = 2.35 cfs @ 12.10 hrs, Volume= 0.158 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Peak Elev= 69.72' @ 12.10 hrs Surf.Area= 756 sf Storage= 1,355 cf Plug-Flow detention time= 111.5 min calculated for 0.158 af (85% of inflow) Center-of-Mass det. time= 48.1 min ( 813.9 - 765.8 ) Volume Invert Avail.Storage Storage Description #1 66.00' 1,665 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 66.00 5 0 0 68.00 377 382 382 70.00 818 1,195 1,577 70.10 944 88 1,665 Device Routing Invert Outlet Devices #1 Primary 69.50'9.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=2.33 cfs @ 12.10 hrs HW=69.72' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 2.33 cfs @ 1.19 fps) Proposed Conditions Type III 24-hr 100-YR Rainfall=7.86"3136.D - Drainage Printed 3/2/2021Prepared by Design Professionals, Inc. Page 42HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond SB3: Stilling Basin 3 Inflow Area = 0.664 ac, 53.16% Impervious, Inflow Depth = 5.96" for 100-YR event Inflow = 4.20 cfs @ 12.11 hrs, Volume= 0.330 af Outflow = 4.01 cfs @ 12.14 hrs, Volume= 0.257 af, Atten= 4%, Lag= 1.7 min Primary = 4.01 cfs @ 12.14 hrs, Volume= 0.257 af Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Peak Elev= 69.83' @ 12.14 hrs Surf.Area= 1,947 sf Storage= 3,808 cf Plug-Flow detention time= 131.9 min calculated for 0.257 af (78% of inflow) Center-of-Mass det. time= 52.5 min ( 848.0 - 795.6 ) Volume Invert Avail.Storage Storage Description #1 66.00' 4,353 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 66.00 5 0 0 68.00 1,052 1,057 1,057 70.00 2,028 3,080 4,137 70.10 2,287 216 4,353 Device Routing Invert Outlet Devices #1 Primary 69.50'8.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=4.00 cfs @ 12.14 hrs HW=69.83' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 4.00 cfs @ 1.50 fps) Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Tuesday, 03 / 2 / 2021 Hyd. No. 27 P1 Hydrograph type = Rational Peak discharge = 22.98 cfs Storm frequency = 100 yrs Time to peak = 6 min Time interval = 1 min Hyd. volume = 10,341 cuft Drainage area = 2.780 ac Runoff coeff. = 0.78* Intensity = 10.598 in/hr Tc by User = 6.00 min IDF Curve = Connecticut IDF.idf Asc/Rec limb fact = 1/1.5 * Composite (Area/C) = [(0.060 x 0.15) + (0.430 x 0.25) + (2.290 x 0.90)] / 2.780 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Q (cfs) 0.00 0.00 4.00 4.00 8.00 8.00 12.00 12.00 16.00 16.00 20.00 20.00 24.00 24.00 Q (cfs) Time (min) P1 Hyd. No. 27 -- 100 Year Hyd No. 27 APPENDIX C NRCS Soil Map & Data United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for State of ConnecticutNatural Resources Conservation Service March 2, 2021 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 State of Connecticut........................................................................................13 13—Walpole sandy loam, 0 to 3 percent slopes.........................................13 23A—Sudbury sandy loam, 0 to 5 percent slopes......................................14 36A—Windsor loamy sand, 0 to 3 percent slopes......................................16 36B—Windsor loamy sand, 3 to 8 percent slopes......................................17 36C—Windsor loamy sand, 8 to 15 percent slopes....................................18 304—Udorthents, loamy, very steep...........................................................20 306—Udorthents-Urban land complex........................................................21 307—Urban land.........................................................................................23 Soil Information for All Uses...............................................................................24 Soil Properties and Qualities..............................................................................24 Soil Qualities and Features.............................................................................24 Hydrologic Soil Group.................................................................................24 References............................................................................................................29 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9 Custom Soil Resource Report Soil Map 4634290463436046344304634500463457046346404634290463436046344304634500463457046346404634710698950 699020 699090 699160 699230 699300 699370 699440 699510 699580 698950 699020 699090 699160 699230 699300 699370 699440 699510 699580 41° 50' 21'' N 72° 36' 15'' W41° 50' 21'' N72° 35' 46'' W41° 50' 7'' N 72° 36' 15'' W41° 50' 7'' N 72° 35' 46'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 100 200 400 600 Feet 0 45 90 180 270 Meters Map Scale: 1:3,040 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 20, Jun 9, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 24, 2019—Oct 24, 2019 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 13 Walpole sandy loam, 0 to 3 percent slopes 3.7 9.7% 23A Sudbury sandy loam, 0 to 5 percent slopes 1.5 3.9% 36A Windsor loamy sand, 0 to 3 percent slopes 0.2 0.5% 36B Windsor loamy sand, 3 to 8 percent slopes 3.5 9.1% 36C Windsor loamy sand, 8 to 15 percent slopes 1.8 4.8% 304 Udorthents, loamy, very steep 0.2 0.6% 306 Udorthents-Urban land complex 27.1 70.6% 307 Urban land 0.3 0.8% Totals for Area of Interest 38.4 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor Custom Soil Resource Report 11 components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 State of Connecticut 13—Walpole sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2svkl Elevation: 0 to 1,020 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 250 days Farmland classification: Farmland of statewide importance Map Unit Composition Walpole and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Walpole Setting Landform:Outwash terraces, outwash plains, depressions, deltas, depressions Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread, dip, talf Down-slope shape:Concave Across-slope shape:Concave Parent material:Sandy glaciofluvial deposits derived from igneous, metamorphic and sedimentary rock Typical profile Oe - 0 to 1 inches: mucky peat A - 1 to 7 inches: sandy loam Bg - 7 to 21 inches: sandy loam BC - 21 to 25 inches: gravelly sandy loam C - 25 to 65 inches: very gravelly sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Poorly drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.14 to 14.17 in/hr) Depth to water table:About 0 to 4 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water capacity:Moderate (about 6.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4w Hydrologic Soil Group: B/D Ecological site: F144AY028MA - Wet Outwash Hydric soil rating: Yes Custom Soil Resource Report 13 Minor Components Sudbury Percent of map unit:10 percent Landform:Deltas, outwash plains, terraces Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread, dip Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Scarboro Percent of map unit:10 percent Landform:Outwash terraces, deltas, outwash plains Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread, dip Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes 23A—Sudbury sandy loam, 0 to 5 percent slopes Map Unit Setting National map unit symbol: 9lkv Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Sudbury and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Sudbury Setting Landform:Terraces, outwash plains Down-slope shape:Concave Across-slope shape:Linear Parent material:Sandy and gravelly glaciofluvial deposits derived from granite and/or schist and/or gneiss Typical profile Oe - 0 to 1 inches: moderately decomposed plant material A - 1 to 5 inches: sandy loam Bw1 - 5 to 17 inches: gravelly sandy loam Bw2 - 17 to 25 inches: sandy loam 2C - 25 to 60 inches: stratified gravel to sand Custom Soil Resource Report 14 Properties and qualities Slope:0 to 5 percent Depth to restrictive feature:More than 80 inches Drainage class:Moderately well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat):High (1.98 to 5.95 in/hr) Depth to water table:About 18 to 36 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:Low (about 4.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B Ecological site: F144AY027MA - Moist Sandy Outwash Hydric soil rating: No Minor Components Agawam Percent of map unit:5 percent Landform:Terraces, outwash plains Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Merrimac Percent of map unit:5 percent Landform:Kames, outwash plains, terraces Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Ninigret Percent of map unit:5 percent Landform:Outwash plains, terraces Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Tisbury Percent of map unit:3 percent Landform:Outwash plains, terraces Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Walpole Percent of map unit:2 percent Landform:Depressions on terraces, drainageways on terraces Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Custom Soil Resource Report 15 36A—Windsor loamy sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2svkg Elevation: 0 to 990 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Windsor, loamy sand, and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Windsor, Loamy Sand Setting Landform:Outwash terraces, outwash plains, dunes, deltas Landform position (three-dimensional):Tread, riser Down-slope shape:Linear, convex Across-slope shape:Linear, convex Parent material:Loose sandy glaciofluvial deposits derived from granite and/or loose sandy glaciofluvial deposits derived from schist and/or loose sandy glaciofluvial deposits derived from gneiss Typical profile O - 0 to 1 inches: moderately decomposed plant material A - 1 to 3 inches: loamy sand Bw - 3 to 25 inches: loamy sand C - 25 to 65 inches: sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water capacity:Low (about 3.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Ecological site: F144AY022MA - Dry Outwash Custom Soil Resource Report 16 Hydric soil rating: No Minor Components Deerfield, loamy sand Percent of map unit:10 percent Landform:Outwash plains, terraces, deltas Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread, talf Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Hinckley, loamy sand Percent of map unit:5 percent Landform:Deltas, outwash plains, eskers, kames Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Nose slope, side slope, crest, head slope, rise Down-slope shape:Convex Across-slope shape:Convex, linear Hydric soil rating: No 36B—Windsor loamy sand, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2svkf Elevation: 0 to 1,210 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Windsor, loamy sand, and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Windsor, Loamy Sand Setting Landform:Outwash terraces, deltas, outwash plains, dunes Landform position (three-dimensional):Tread, riser Down-slope shape:Linear, convex Across-slope shape:Linear, convex Parent material:Loose sandy glaciofluvial deposits derived from granite and/or loose sandy glaciofluvial deposits derived from schist and/or loose sandy glaciofluvial deposits derived from gneiss Typical profile O - 0 to 1 inches: moderately decomposed plant material Custom Soil Resource Report 17 A - 1 to 3 inches: loamy sand Bw - 3 to 25 inches: loamy sand C - 25 to 65 inches: sand Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water capacity:Low (about 4.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Ecological site: F144AY022MA - Dry Outwash Hydric soil rating: No Minor Components Hinckley, loamy sand Percent of map unit:10 percent Landform:Eskers, kames, deltas, outwash plains Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Nose slope, side slope, crest, head slope, rise Down-slope shape:Convex Across-slope shape:Convex, linear Hydric soil rating: No Deerfield, loamy sand Percent of map unit:5 percent Landform:Outwash plains, terraces, deltas Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread, talf Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No 36C—Windsor loamy sand, 8 to 15 percent slopes Map Unit Setting National map unit symbol: 2svkq Elevation: 0 to 1,260 feet Mean annual precipitation: 36 to 71 inches Custom Soil Resource Report 18 Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Windsor and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Windsor Setting Landform:— error in exists on — Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Side slope, riser Down-slope shape:Convex Across-slope shape:Linear, convex Parent material:Loose sandy glaciofluvial deposits derived from granite and/or loose sandy glaciofluvial deposits derived from schist and/or loose sandy glaciofluvial deposits derived from gneiss Typical profile Oe - 0 to 1 inches: moderately decomposed plant material Ap - 1 to 11 inches: loamy sand Bw - 11 to 31 inches: loamy sand C - 31 to 65 inches: sand Properties and qualities Slope:8 to 15 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water capacity:Low (about 4.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: A Ecological site: F144AY022MA - Dry Outwash Hydric soil rating: No Minor Components Hinckley Percent of map unit:10 percent Landform:Deltas, outwash plains, eskers, kames Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Nose slope, side slope, crest, head slope, rise Down-slope shape:Convex Across-slope shape:Convex, linear Custom Soil Resource Report 19 Hydric soil rating: No Deerfield Percent of map unit:5 percent Landform:Outwash plains, terraces, deltas Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread, talf Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No 304—Udorthents, loamy, very steep Map Unit Setting National map unit symbol: 9lmd Elevation: 0 to 1,200 feet Mean annual precipitation: 37 to 52 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: Not prime farmland Map Unit Composition Udorthents and similar soils:90 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Udorthents Setting Landform:Escarpments Landform position (three-dimensional):Riser Down-slope shape:Convex Across-slope shape:Linear Parent material:Glaciolacustrine deposits Typical profile A - 0 to 5 inches: loam C1 - 5 to 21 inches: gravelly loam C2 - 21 to 80 inches: very gravelly sandy loam Properties and qualities Slope:25 to 70 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat):Very low to high (0.00 to 1.98 in/hr) Depth to water table:About 54 to 72 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:Moderate (about 6.8 inches) Custom Soil Resource Report 20 Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: B Hydric soil rating: No Minor Components Shaker Percent of map unit:3 percent Landform:Terraces, depressions, drainageways Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Scitico Percent of map unit:3 percent Landform:Drainageways, terraces, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Maybid Percent of map unit:2 percent Landform:Drainageways, terraces, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Raynham Percent of map unit:1 percent Landform:Depressions, drainageways Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Unnamed, frequently flooded Percent of map unit:1 percent Landform:Drainageways Hydric soil rating: Yes 306—Udorthents-Urban land complex Map Unit Setting National map unit symbol: 9lmg Elevation: 0 to 2,000 feet Mean annual precipitation: 43 to 56 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 120 to 185 days Farmland classification: Not prime farmland Custom Soil Resource Report 21 Map Unit Composition Udorthents and similar soils:50 percent Urban land:35 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Udorthents Setting Down-slope shape:Convex Across-slope shape:Linear Parent material:Drift Typical profile A - 0 to 5 inches: loam C1 - 5 to 21 inches: gravelly loam C2 - 21 to 80 inches: very gravelly sandy loam Properties and qualities Slope:0 to 25 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Very low to high (0.00 to 1.98 in/hr) Depth to water table:About 54 to 72 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: B Hydric soil rating: No Description of Urban Land Typical profile H - 0 to 6 inches: material Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydrologic Soil Group: D Hydric soil rating: Unranked Minor Components Unnamed, undisturbed soils Percent of map unit:8 percent Hydric soil rating: No Udorthents, wet substratum Percent of map unit:5 percent Down-slope shape:Convex Across-slope shape:Linear Custom Soil Resource Report 22 Hydric soil rating: No Rock outcrop Percent of map unit:2 percent Hydric soil rating: No 307—Urban land Map Unit Setting National map unit symbol: 9lmh Elevation: 0 to 2,000 feet Mean annual precipitation: 43 to 56 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 120 to 185 days Farmland classification: Not prime farmland Map Unit Composition Urban land:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Urban Land Typical profile H - 0 to 6 inches: material Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydrologic Soil Group: D Hydric soil rating: Unranked Minor Components Unnamed, undisturbed soils Percent of map unit:10 percent Hydric soil rating: No Udorthents, wet substratum Percent of map unit:10 percent Down-slope shape:Convex Across-slope shape:Linear Hydric soil rating: No Custom Soil Resource Report 23 Soil Information for All Uses Soil Properties and Qualities The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table for the soil map units in the selected area of interest. A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components. This aggregation process is defined for each property or quality. Soil Qualities and Features Soil qualities are behavior and performance attributes that are not directly measured, but are inferred from observations of dynamic conditions and from soil properties. Example soil qualities include natural drainage, and frost action. Soil features are attributes that are not directly part of the soil. Example soil features include slope and depth to restrictive layer. These features can greatly impact the use and management of the soil. Hydrologic Soil Group Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. 24 Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Custom Soil Resource Report 25 26 Custom Soil Resource Report Map—Hydrologic Soil Group 4634290463436046344304634500463457046346404634290463436046344304634500463457046346404634710698950 699020 699090 699160 699230 699300 699370 699440 699510 699580 698950 699020 699090 699160 699230 699300 699370 699440 699510 699580 41° 50' 21'' N 72° 36' 15'' W41° 50' 21'' N72° 35' 46'' W41° 50' 7'' N 72° 36' 15'' W41° 50' 7'' N 72° 35' 46'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 100 200 400 600 Feet 0 45 90 180 270 Meters Map Scale: 1:3,040 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: State of Connecticut Survey Area Data: Version 20, Jun 9, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 24, 2019—Oct 24, 2019 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 27 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 13 Walpole sandy loam, 0 to 3 percent slopes B/D 3.7 9.7% 23A Sudbury sandy loam, 0 to 5 percent slopes B 1.5 3.9% 36A Windsor loamy sand, 0 to 3 percent slopes A 0.2 0.5% 36B Windsor loamy sand, 3 to 8 percent slopes A 3.5 9.1% 36C Windsor loamy sand, 8 to 15 percent slopes A 1.8 4.8% 304 Udorthents, loamy, very steep B 0.2 0.6% 306 Udorthents-Urban land complex B 27.1 70.6% 307 Urban land D 0.3 0.8% Totals for Area of Interest 38.4 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 28 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 29 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 30 APPENDIX D Storm Sewer Analysis Results Storm and Sanitary Analysis 2020 Storm Sewer Analysis Hydraulic Grade Line Analysis Results Distinctive Tree Care DPI No. 3136.D Subbasin Summary Subbasin Area Weighted Total Total Total Peak Time of ID Runoff Rainfall Runoff Runoff Runoff Concentration Coefficient Volume (ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss) 0.22 0.8300 0.68 0.56 0.12 1.22 0 00:06:00 Sub-CB-2 0.21 0.8000 0.68 0.54 0.12 1.16 0 00:06:00 Sub-CB-3 0.23 0.8500 0.68 0.57 0.13 1.35 0 00:06:00 Page 1 Storm and Sanitary Analysis 2020 Storm Sewer Analysis Hydraulic Grade Line Analysis Results Distinctive Tree Care DPI No. 3136.D Link Summary From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow Peak Flow Total Time (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Velocity Depth Surcharged Node Elevation Elevation (ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min) WQU-2 FE-3 16.00 65.08 65.00 0.5100 15.000 0.0120 3.52 4.99 4.41 0.77 0.00 CB-2 155.00 70.70 69.10 1.0300 12.000 0.0120 1.19 3.92 6.98 0.38 0.00 CB-2 CB-3 178.00 69.00 66.00 1.6900 12.000 0.0120 2.27 5.01 6.31 0.47 0.00 CB-3 WQU-2 23.00 65.90 65.08 3.5700 12.000 0.0120 3.52 7.28 9.19 0.49 0.00 Page 2 Storm and Sanitary Analysis 2020 Storm Sewer Analysis Hydraulic Grade Line Analysis Results Distinctive Tree Care DPI No. 3136.D Junction Input Element Invert Ground/Rim ID Elevation (Max) Elevation (ft) (ft) 70.70 73.10 CB-2 69.00 71.50 CB-3 65.90 69.00 WQU-2 65.08 69.50 Page 3 Storm and Sanitary Analysis 2020 Storm Sewer Analysis Hydraulic Grade Line Analysis Results Distinctive Tree Care DPI No. 3136.D Junction Results Element Peak Peak Max HGL Min Time of ID Inflow Lateral Elevation Freeboard Max HGL Inflow Attained Attained Occurrence (cfs) (cfs) (ft) (ft) (days hh:mm) 1.22 1.22 71.08 2.02 0 00:06 CB-2 2.30 1.16 69.48 2.02 0 00:06 CB-3 3.52 1.35 66.47 2.53 0 00:06 WQU-2 3.52 0.00 65.86 3.64 0 00:06 Page 4 APPENDIX E Water Quality Calculations Distinctive Tree Care - DPI No.3136.D March 2, 2021 Water Quality Volume Calculations Per 2004 Connecticut Stormwater Quality Manual, Section 7.4.1: Areas for Calculation: Infiltration Swale / Stilling Basin #1 (P1), Area (acres) P1 Impervious 2.290 Pervious 0.49 Total Area 2.780 %Impervious 82.4% Water Quality Volume (WQV) = (1”)(R)(A)/12, where: R = unitless volumetric runoff coefficient = 0.05 + 0.009(I), where: I = percent impervious cover of drainage area = 82.4% R = 0.05 + 0.009(I) R = 0.05 + 0.009(82.4) R = 0.792 A = drainage area in acres = 2.78 acres WQV = (1”)(R)(A acres)/12 inches per foot WQV = (1”)(0.792)(2.78 acres)/12 inches per foot WQV = 0.183 acre-feet required = 7,992.38 cft Proposed BMP The Stilling Basin #1 proposed to provide 10,885 cft (below spillway at Elev. 70.5) of water quality storage, more than 100% of the calculated water quality volume. Water Quality Volume Calculations Per 2004 Connecticut Stormwater Quality Manual, Section 7.4.1: Areas for Calculation: Stilling Basin #2 (P3), Area (acres) P3 Impervious 0.268 Pervious 0.049 Total Area 0.317 %Impervious 84.54% Water Quality Volume (WQV) = (1”)(R)(A)/12, where: R = unitless volumetric runoff coefficient = 0.05 + 0.009(I), where: I = percent impervious cover of drainage area = 84.54% R = 0.05 + 0.009(I) R = 0.05 + 0.009(84.54) R = 0.811 A = drainage area in acres = 0.317 acres WQV = (1”)(R)(A acres)/12 inches per foot WQV = (1”)(0.811)(0.317 acres)/12 inches per foot WQV = 0.021 acre-feet required = 933.23 cft Proposed BMP The Stilling Basin #2 proposed to provide 1,196 cft (below spillway at Elev. 69.5) of water quality storage, more than 100% of the calculated water quality volume. Water Quality Volume Calculations Per 2004 Connecticut Stormwater Quality Manual, Section 7.4.1: Areas for Calculation: Stilling Basin #3 (P4), Area (acres) P4 Impervious 0.353 Pervious 0.311 Total Area 0.664 %Impervious 53.16% Water Quality Volume (WQV) = (1”)(R)(A)/12, where: R = unitless volumetric runoff coefficient = 0.05 + 0.009(I), where: I = percent impervious cover of drainage area = 53.16% R = 0.05 + 0.009(I) R = 0.05 + 0.009(53.16) R = 0.528 A = drainage area in acres = 0.664 acres WQV = (1”)(R)(A acres)/12 inches per foot WQV = (1”)(0.528)(0.664 acres)/12 inches per foot WQV = 0.029 acre-feet required = 1,263.24 cft Proposed BMP The Stilling Basin #3 proposed to provide 3,184 cft (below spillway at Elev. 69.5) of water quality storage, more than 100% of the calculated water quality volume. Distinctive Tree Care - DPI No.3136.D March 2, 2021 Water Quality Flow Calculations Per 2004 Connecticut Stormwater Quality Manual Per Appendix B page B-3: Water Quality Flow (WQF) = (qu)(A)(Q), where: qu = unit peak discharge (cfs/mi2/inch) per Exhibit 4-III A = drainage area (mi2) Q = runoff depth (in watershed inches) = [Water Quality Volume (WQV) (in acre-feet)] x [12 inches/foot] / drainage area (acres) Water Quality Unit 1 - P2 (Existing CB 1 - 5) To find Unit Peak Discharge qu with Exhibit 4-III, the following is needed: Time of Concentration (Tc): 6 mins = 0.10 hours Initial Abstraction (Ia) in inches / Design Precipitation (P) in inches: Initial abstraction (Ia) from Table 4-I in Chapter 4 of TR-55 needs Curve Number (CN) CN = 89 Ia = 0.247 inches Design Precipitation (P) = 1” for water quality storms per Appendix B Ia/P = 0.247 Unit Peak Discharge qu = 625 cfs/mi 2/inch Drainage Area A = 64,468.8 sf = 1.48 acres = 0.0023 mi2 Runoff Depth Q = WQV (acre-feet) x 12 / drainage area (acres) Water Quality Volume (WQV) = (1”)(R)(A)/12, where: R = volumetric runoff coefficient = 0.05 + 0.009(I), where I = percent impervious cover = 77.03% R = 0.05 + 0.009(I) R = 0.05 + 0.009(77.03) R = 0.743 A = drainage area in acres = 1.48 acres WQV = (1”)(R)(A)/12 WQV = (1”)(0.743)(1.48 acres) / 12 in/ft WQV = 0.092 acre-feet Q = (WQV X 12 in/ft)/Drainage Area Q = (0.092 acre-feet x 12 in/ft) / 1.48 acres Q = 0.746 in WQF = qu x A x Q WQF = 625 cfs/mi2/inch x 0.0023 mi2 x 0.746 in WQF = 1.07 cfs required Proposed As shown on the enclosed water quality unit sizing report, the proposed BaySaver Barracuda S4 is rated for 80% TSS removal for the required 1.07 cfs water quality flow and Bypass the expected during 6.27cfs for during the 10 yr storm. See Barracuda sizing chart included in Appendix. Water Quality Unit 2 – P6 (CB 1 - 3) To find Unit Peak Discharge qu with Exhibit 4-III, the following is needed: Time of Concentration (Tc): 6 mins = 0.10 hours Initial Abstraction (Ia) in inches / Design Precipitation (P) in inches: Initial abstraction (Ia) from Table 4-I in Chapter 4 of TR-55 needs Curve Number (CN) CN = 96 Ia = 0.083 inches Design Precipitation (P) = 1” for water quality storms per Appendix B Ia/P = 0.083 Unit Peak Discharge qu = 700 cfs/mi 2/inch Drainage Area A = 29,185.2 sf = 0.668 acres = 0.001 mi2 Runoff Depth Q = WQV (acre-feet) x 12 / drainage area (acres) Water Quality Volume (WQV) = (1”)(R)(A)/12, where: R = volumetric runoff coefficient = 0.05 + 0.009(I), where I = percent impervious cover = 91.62% R = 0.05 + 0.009(I) R = 0.05 + 0.009(91.62) R = 0.875 A = drainage area in acres = 0.668 acres WQV = (1”)(R)(A)/12 WQV = (1”)(0.875)(0.668 acres) / 12 in/ft WQV = 0.049 acre-feet Q = (WQV X 12 in/ft)/Drainage Area Q = (0.049 acre-feet x 12 in/ft) / 0.668 acres Q = 0.880 in WQF = qu x A x Q WQF = 700 cfs/mi2/inch x 0.001 mi2 x 0.880 in WQF = 0.61 cfs required Proposed As shown on the enclosed water quality unit sizing report, the proposed BaySaver Barracuda S4 is rated for 80% TSS removal for the required 0.61 cfs water quality flow and Bypass the expected during 6.27cfs for during the 10 yr storm. See Barracuda sizing chart included in Appendix. ADS Service: ADS representatives are committed to providing you with the answers to all your questions, including specifications, installation and more. The MosT AdvAnced NaMe iN waTer MaNageMeNT soluTioNs TM The Barracuda S4 is a market-changing stormwater quality technology. This high performance vortex hydrodynamic separator is designed to remove total suspended solids in order to protect our precious receiving waters. The Barracuda is also an outstanding value that offers multiple pipe configurations, and quick installation. Features: • Single manhole design • No elevation loss between the inlet and outlet • Flexible inlet/outlet positions (not just 180 degree orientation) • Internal bypass for inline installation (where applicable) • Revolutionary, patent pending “teeth” mitigate turbulence in the sump area to prevent resuspension of captured contaminants. BeNeFIts: • Internal components are in stock for quick delivery. • The S4 can be provided within a 48” ADS HP Manhole, to be factory fabricated and delivered complete to the jobsite. • The S4 can also be installed in a standard 48” precast manhole. The Barracuda “teeth” apparatus is fabricated and designed for quick and easy field assembly. • Designed for easy maintenance using a vacuum truck or similar equipment. • Inspection and maintenance are performed from the surface with no confined space entry. s4 Inline Configuration Offline Configuration The MosT AdvAnced NaMe iN waTer MaNageMeNT soluTioNs TM Advanced Drainage Systems, Inc. 4640 Trueman Blvd., Hilliard, OH 43026 1-800-821-6710 www.ads-pipe.com ADS “Terms and Conditions of Sale” are available on the website, www.ads-pipe.com . The ADS logo, Barracuda logo, and the Green Stripe are registered trademarks of Advanced Drainage Systems, Inc. BaySaver and BayFilter are registered trademarks of BaySaver Technologies, Inc. © 2017 Advanced Drainage Systems, Inc. #11051 10/17 CS BarraCuDa s4 sPeCIFICatION MaterIals aND DesIgN • Concrete Structures: Designed for H-20 traffic loading and applicable soil loads or as otherwise determined by a Licensed Professional Engineer. The materials and structural design of the devices shall be per ASTM C857 and ASTM C858. • 48” HP Manhole Structures: Made from an impact modified copolymer polypropylene meeting the material requirements of ASTM F2764. The eccentric cone reducer shall be manufactured from polyethylene material meeting ASTM D3350 cell class 213320C. Gaskets shall be made of material meeting the requirements of ASTM F477. • Separator internals shall be substantially constructed of stainless steel, polyethylene or other thermoplastic material approved by the manufacturer. PerFOrMaNCe • The stormwater treatment unit shall be an inline unit capable of conveying 100% of the design peak flow. If peak flow rates exceed maximum hydraulic rate, the unit shall be installed offline. • • The stormwater treatment unit internals shall consist of (1) separator cone assembly, and (1) sump assembly which includes (4) legs with “teeth”. INstallatION Installation of the stormwater treatment unit(s) shall be performed per manufacturer’s installation instructions. Such instructions can be obtained by calling Advanced Drainage Systems at (800) 821-6710 or by logging on to www.ads-pipe.com or www.baysaver.com. Barracuda s4 48” 1.08 CFS 1.25 CFS 6.25 CFS Manhole Diameter 80% removal OK-110 50% tss per NJCat Max Hydraulic rate The Barracuda unit shall be designed to remove at least 80% of the suspended solids on an annual aggregate removal basis. Said removal shall be based on full-scale third party testing using OK-110 media gradation or equivalent and 300 mg/L influent concentration. Said full scale testing shall have included sediment capture based on actual total mass collected by the stormwater treatment unit. - OR - The Barracuda unit shall be designed to remove at least 50% of TSS using a media mix with d50=75 micron and 200 mg/L influent concentration. - OR - The Barracuda unit shall be designed to remove at least 50% of TSS per current NJDEP/NJCAT HDS protocol . BaySaver Technologies, LLC November 1, 2017 1030 Deer Hollow Drive Mount Airy, MD 21771 (301) 679-0640;dfigola@ads-pipe.com ATTENTION:Daniel Figola, General Manager REFERENCE:Third Party Review of Testing Procedures for BarracudaTM Separator at the Mid Atlantic Storm Water Research Center, 1207 Park Ridge Drive, Mount Airy, MD 21771 SUMMARY Boggs Environmental Consultants, Inc.(BEC) was hired by Advanced Drainage Systems (ADS) in August of 2017, to serve as independent third-party oversight of the BaySaver Barracuda S4 Separator test unit for removal of sediment with equivalent particle size distribution to the industry standard OK-110. The BaySaver Barracuda S4 is a storm water treatment device with a Maximum Treatment Flow Rate (MTFR) of approximately 1.08 cubic feet per second (cfs) that removes suspended solids from storm water runoff, with an average removal efficiency of 80% at the MTFR and a feed concentration of 300 mg/L. The device is an insert that can be installed in either Polypropylene plastic pipe or concrete vault, and consists of a cone (vortex separator) and baffles (“teeth”). SCALED RESULTS Testing flow rates ranged from 0.31 to 1.61 cfs, with a feed OK-110 concentration of 300 mg/L. Based upon New Jersey scaling methodology, the table below represents treatment and device information for the S4, S6, and S8 units. Table 1:MTFR's and Sizing for BaySaver Barracuda Models Model 1 Man- hole Diam- eter 1 (ft) OK110 80 % TSS Maximum Treatment Flow Rate (cfs) Treat- ment Area (ft 2) Hydraulic Loading rate (gpm/ft 2) Chamber Depth (ft) Wet Volume (ft 3) 50% Maximum Sediment Storage 2 (ft 3) Barracuda S4 4 1.08 12.57 38 .6 6.83 75.4 10.47 Barracuda S6 6 2.43 28.27 38 .6 6.83 169.7 23.56 Barracuda S8 8 4.32 50.27 38 .6 11.03 512.7 41.89 Notes: 1.In some areas, Barracuda units are available in additional diameters. Units not listed here are sized not to exceed 38.6 gpm/ft2 of effective treatment during the peak water quality flow. 2.50% Sediment Storage Capacity is equal to manhole diameter x 10 inches of sediment depth. Each Barracuda unit has a 20 inches deep sediment sump. Should you have any questions, contact our office at your earliest convenience. Sincerely, BOGGS E NVIRONMENTAL C ONSULTANTS , INC . William R. Warfel Principal Environmental Scientist Robin J. Maliszewskyj Chemical Engineer ENVIRONMENTAL SCIENCE, ENGINEERING & INDUSTRIAL HYGIENE SERVICES Middletown, MD & Morgantown, WV Administrative Office: 200 W Main Street Office (301) 694-5687 Middletown, Maryland 21769 Fax (301) 694-9799 VARIABLE OUTLET LOCATIONS VARIABLE INLET LOCATIONS SHEET OFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 43026ADVANCED DRAINAGE SYSTEMS, INC.R1 110/20/17 EKH----STANDARD DETAILREVDWNCKDDESCRIPTIONBARRACUDA S4NOT TO SCALE1030 Deer Hollow DriveMount Airy, MD 217711-800-BAYSAVER1-800-229-728348" HP MANHOLE 30"" FRAME & COVER " OUTLET PIPE " INLET PIPE PLAN VIEW NTS INTEGRATED INTERNAL WEIR FIN ARRAY (TYP 4 PLACES) -6.92 SUMP 0.00 INLET 2.50 RIM 0.00 OUTLET SECTION VIEW A-A NTS ASPHALT INSTALLATION 30"" FRAME & COVER TURF INSTALLATION 30.0" (30" MIN) 83" " INLET PIPE ( " OUTLET PIPE NOT SHOWN FOR CLARITY ) BOWL FIN ARRAY (TYP 4 PLACES) SECTION VIEW B-B NTS 12" (MIN) BARRACUDA S4 UNIT ID PEAK FLOW RATE TREATMENT FLOW RATE BMP#1 1.25 CFS (CFS) (CFS) 8.92' [107.0"] 9.42' [113.0"] FIN ARRAY (TYP 4 PLACES) BOWL INTEGRATED INTERNAL WEIR INTEGRATED INTERNAL WEIR 1030 Deer Hollow DriveMount Airy, MD 217711-800-BAYSAVER1-800-229-7283 4640 TRUEMAN BLVD. HILLIARD, OH 43026 (800) 821-6710 www.ads-pipe.com 1 MG1.01 ©ADS 2017 One of the advantages of the BaySaver Barracuda is the ease of maintenance. Like any system that collects pollutants, the BaySaver Barracuda must be maintained for continued effectiveness. Maintenance is a simple procedure performed using a vacuum truck or similar equipment. The systems were designed to minimize the volume of water removed during routine maintenance, reducing disposal costs. Contractors can access the pollutants stored in the manhole through the manhole cover. This allows them to gain vacuum hose access to the bottom of the manhole to remove sediment and trash. There is no confined space entry necessary for inspection or maintenance. The entire maintenance procedure typically takes from 2 to 4 hours, depending on the size of the system, the captured material, and the capacity of the vacuum truck. Local regulations may apply to the maintenance procedure. Safe an d legal disposal of pollutants is the responsibility of the maintenance contractor. Maintenance should be performed only by a qualified contractor. Inspection and Cleaning Cycle Periodic inspection is needed to determine the need for and frequency of maint enance. You should begin inspecting as soon as construction is complete and thereafter on an annual basis. Typically, the system needs to be cleaned every 1-3 years. Excessive oils, fuels or sediments may reduce the maintenance cycle. Periodic inspection is important. Determining When to Clean To determine the sediment depth, the maintenance contractor should lower a stadia rod into the manhole until it contacts the top of the captured sediment and mark that spot on the rod. Then push the probe through to the bottom of the sump and mark that spot to determine sediment depth. Maintenance should occur when the sediment has reached the levels indicated in the Storage Capacity Chart. BaySaver Barracuda Storage Capacities Model Manhole Diameter Treatment Chamber Capacity Standard Sediment Capacity (20” depth) NJDEP Sediment Capacity (50% of standard depth) S3 36” 212 gallons 0.44 cubic yards 0.22 cubic yards S4 48” 564 gallons 0.78 cubic yards 0.39 cubic yards S5 60” 881 gallons 1.21 cubic yards 0.61 cubic yards S6 72” 1269 gallons 1.75 cubic yards 0.88 cubic yards S8 96” 3835 gallons 3.10 cubic yards 1.55 cubic yards S10 120” 7496 gallons 4.85 cubic yards 2.43 cubic yards Maintenance Instructions 1. Remove the manhole cover to provide access to the pollutant storage. Pollutants are stored in the sump, below the bowl assembly visible from the surface. You’ll access this area through the 10” diameter access cylinder. Maintenance Guide BaySaver BarracudaTM July 2017 2 4640 TRUEMAN BLVD. HILLIARD, OH 43026 (800) 821-6710 www.ads-pipe.com MG1.01 ©ADS 2017 2. Use a vacuum truck or other similar equipment to remove all water, debris, oils and sediment. See figure 1. 3. Use a high pressure hose to clean the manhole of all the remaining sediment and debris. Then, use the vacuum truck to remove the water. 4. Fill the cleaned manhole with water until the level reaches the invert of the outlet pipe. 5. Replace the manhole cover. 6. Dispose of the polluted water, oils, sediment and trash at an approved facility. • Local regulations prohibit the discharge of solid material into the sanitary system. Check with the local sewer authority for authority to discharge the liquid. • Some localities treat the pollutants as leachate. Check with local regulators about disposal requirements. • Additional local regulations may apply to the maintenance procedure. Figure 1 4640 TRUEMAN BLVD. HILLIARD, OH 43026 (800) 821-6710 www.ads-pipe.com 1 ATN109 © ADS 2020 Introduction The Barracuda is a single manhole hydrodynamic separator designed to remove total suspended solids and other contaminants from stormwater. The device employs a cone structure with a vertical weir wall separating the inlet(s) and outlet pipes. This weir wall allows the unit to bypass excessive stormwater flows internally once the inletting rates exceed the designed treatment rate. This document describes the maximum hydraulic rate (MHR), or bypass capacity of the device based on unit size and rim to invert elevation difference. MHR should not be confused with Maximum Treatment Rate (MTR) which would be the flow rate at which the device meets prescribed treatment criteria. Maximum Hydraulic Rate & Rim to Outlet Invert Difference The maximum hydraulic rate (bypass) is governed in part by the space between the outlet invert elevation and the rim elevation of the structure, accounting for freeboard (air space). The inlet(s) and outlet invert for Barracudas are typically at the same elevation. The table below assumes a 4” tall frame mounted on an 8” thick top slab. Contact Application Engineering for applications that require rim to invert differences shallower than the minimums shown in Table 1, or for bypass rates higher than the maximums listed in Table 1. The Barracuda can also be configured as an offline system utilizing a diversion structure for higher bypass flow rates, or at the design engineer’s discretion to meet design objectives or to minimize resuspension. Figure 1 Barracuda Standard Detail TECHNICAL NOTE Barracuda® Maximum Hydraulic Rates and Required Rim to Outlet Invert Difference TN 1.09 January 2020 2 4640 TRUEMAN BLVD. HILLIARD, OH 43026 (800) 821-6710 www.ads-pipe.com ATN109 © ADS 2020 Table 1 Maximum Hydraulic Rate & Rim to Outlet Invert Difference Barracuda S3 (36” Manhole) Maximum Hydraulic Rate (Bypass) cfs (L/s) Required Rim to Outlet Invert Difference in (mm) 1.4 (39.6) 36 (914) 3.7 (104.8) 40 (1016) 5.5 (155.7) 42 (1066) 8.0 (226.5) 44 (1117) Barracuda S4 (48” Manhole) Maximum Hydraulic Rate (Bypass) cfs (L/s) Required Rim to Outlet Invert Difference in (mm) 3.5 (99.1) 36 (914) 5.0 (141.5) 40 (1016) 7.75 (219.4) 42 (1066) 10.5 (297.3) 44 (1117) Barracuda S6 (72” Manhole) Maximum Hydraulic Rate (Bypass) cfs (L/s) Required Rim to Outlet Invert Difference in (mm) 9.5 (269.0) 39 (990) 12.5 (353.9) 41 (1041) 16.0 (453.0) 43 (1092) 20.0 (566.3) 45 (1143) Barracuda S8 (96” Manhole) Maximum Hydraulic Rate (Bypass) cfs (L/s) Required Rim to Outlet Invert Difference in (mm) 13.0 (368.1) 41 (1041) 15.5 (438.9) 44 (1117) 21.0 (594.6) 46 (1168) 28.0 (792.8) 48 (1219) APPENDIX F Drainage Area Maps ©···esignrofessionals ©···esignrofessionals PLANNING DEPARMENT IN—HOUSE REFERRAL FORM DATE:3—8—21 TO:Michael Maniscalco,Walter Summers,Jeff Doolittle,Molly Keays, Chris Dougan,Heather Oatis,Kevin Cooney,Tony Manfre, John Caldwell,Andrea Confrancesco,Chris Duchesne,Vincent Stetson FROM:Michele Lipe,AICP,Director of Flaming The Flaming &Engineering Departments have received plans for the following proj ects: Appl 21 -14P,Distinctive Tree Site Plan Modification (phase 3) Location:591 Nutmeg Road North Project Description:4,621 sf building w employee parking and outside storage areas Future Town-owned property involved?D Yes &No D new street(s)D new detention area B new open space/recreation area B active Dpassive Flaming Department notes: Please comment by 4-2—21 and return to the Planning Department. &Site Plan D Subdivision No.Acres 1.4 Zone I @ Industrial &Commercial D Residential No.Lots/Units Water:@ Public D Private Well Sewerage:g Public D Septic System Pianning Department April 29,2021 Distinctive Tree Care C/O Design Professionals,Inc. Daniel Jameson 21 Jeffrey Drive South Windsor,CT 06074 Dear Mr.Jameson, Re:Appl.21-13P,Distinctive Tree Care—request for site plan modification for a 7,200 sfbuildingandemployeeparking,shown as Phase 2,on property located at 595 Nutmeg RoadNorth,Izone Appl.21-14P,Distinctive Tree Care —request for site plan modification for a 4,621 sf buildingandassociatedoutdoorstorage,shown as Phase 3,on property located at 591 Nutmeg RoadNorth,Izone Please be advised that the above referenced matters have been scheduled on the Planning &Zoning Commission Regular Meeting agenda for Tuesday,May 11,2021.The Regular Meetingwillbeginat7:00 p.m. This meeting will be held online via a WebEx Conference call.Someone must call in torepresenttheapplication.Call—in information will be available when the application for thismeetingispostedandwillbesenttoyou. Two sign advertising the meeting must be posted on the property for ten (10)consecutive dayspriortothehearingandmustbeclearlyvisiblefromatownstreet.The signs must be posted onNutmegRoadNorthbyMay1,2021. Signs can be picked up at the main entrance of Town Hall,1540 Sullivan Avenue,in the largegreyplasticdropoffbinnexttothemainentrance.Please call (860)644-2511 Ext 329 if you haveanyquestions,Monday —Friday,8:00 a.m.—4:30 p.m. Sincerely, Lauren Zarambo Planning Department Secretary Town Halt 1540 Sutlivan Avenue,South Windsor,CT 06074 l Tel (860)644-2511 Ext 329 i Fax (860)644—3781 1 Michele.Llpe@SouthWindsor—CT.gov To: From:Jeff Doolittle,P.E.,Town Engineer Date:May 6,2021 Re: i have reviewed the above Site Plan Modification and have the following comments MEMORANDUM Michele Lipe,Director of Planning App 21-14P -Distinctive Tree Care 591 Nutmeg Road North .The sewer easements and cross access and parking easements for both lots need to be filed. The sidewalk with integral curb along the driveway should be at least 5 feet wideThedumpsterpadshouldpitchouttothedriveway. Why are so many parking spaces shown?It looks like there are 18 extra spaces on this lot. What will be stored in the enclosed outdoor storage area in front near the road and how will this area be accessed?This is screened by a 3 foot berm and a 6footchainlinkfencewithslatssoanylargetrucksorequipmentwillbevisible. Revise the landscape plan to eliminate plants from the easement around the sanitary sewer MH in front of this parcel by Nutmeg Road. WPCA review and approval may be needed for this lot. Please let me know ifthere are any questions. #mN P.O.BOX 1 167 21 JEFFREY DRIVE SOUTH WINDSOR,CI'06074 PHONE:860.291 .8755 FAX:860.291 .8757 www.designprofessiona|sinc.com CIVIL &TRAFFIC ENGINEERS I LAND SURVEYORS l PLANNERS l LANDSCAPE ARCHITECTS 5e/‘Vmq Calm:ctrcut,Massachusctti,t Khod:ls/and May 10,2021 Jeff Doolittle,P.E.,Town Engineer 1540 Sullivan Ave. South Windsor,CT 06074 Re:Responsc to Review Comments Dated:05/06/2021 App 21—14P Distinctive Tree Care,591 Nutmeg Road North Dear Mr.Doolittle: We are in receipt of your review comments referenced above.The following is a list of our responses to said comments.Your comments were repeated in italics,followed by our response in bold: I,The sewer easements and cross access andparking easementsfor both lots need t0 bejiled, The easements will be filed after Planning and Zoning Commission approval. 2.The sidewalk with integral curb along the driveway should be at least 5feet wider The sidewalk will be widened to 5’where possible.The sidewalk will remain 4’wide in one area to prevent any further wetland disturbance. 3.The dumpster pad shouldpitch out to the driveway. A grade arrow will be added to the Grading Plan for the dumpster pad indicating pitch toward the driveway. 4.Why are so many parking spaces shown?It looks like there are 18 extra spaces on this lot. Additional parking spaces shown on 591 Nutmeg Road North are proposed to be shared with 595 Nutmeg Road North.Additional parking is needed for employees of Distinctive Tree Service. kn What will be stored in the enclosed outdoor storage area infront near the road and how will this area be accessed?This is screened by a 3foot berm and a 6foot chain linkfence with slats so any large trucks or equipment will be visible. It is anticipated that the Phase 3 building will be a training facility and also rented by the property owner.Items to be stored will not exceed the height of the proposed screening. 6.Revise the landscape plan to eliminate plantsfrom the easement around the sanitary sewer MH inhont ofthis parcel by Nutmeg Road Landscape plantings will be removed from the easement around the sanitary sewer MH. 7.WPCA review and approval may be neededfor this 10!. Coordination for WPCA review and approval will be done by Design Professionals. Please contact us with any questions. Sincerely, DESIGN PROFESSIONALS,INC. Daniel H.Jameson,P.E. Project Manager G \‘ub5\3I 36\3I 36 D\Docs\Apphcamonsiworkmg\PZC\59I Nurmeg Road Norm Apphtamon SubrmssmMTown Cordmathon\3I 36 D -SQI lEngmeermgComments(202le05i07)docx 1 Appl #21-14P, Distinctive Tree Site Plan 5/11/21 Planning Department Report 1. Request for approval for site plan modification for a 4,621 sf building and associated outdoor storage, shown as Phase 3, on property located at 591 Nutmeg Road North, I zone 2. The proposed use for this site is 1,000 sf of office and the remainder of the building used for potential rental and the reminder of the building is intended to be used for training. There are two areas of outdoor storage – one shown close to Nutmeg Road and the other behind the proposed building. All outdoor storage is required to be screened from the public way. The applicant has shown landscape treatment along Nutmeg Road to accomplish this screening. 3. This site will be accessed by a single access off of Nutmeg Road North and will have an interconnection with the site to the north, 595 Nutmeg Road North. Cross-travel easement is required to be shown for access between the two lots or the lot should be removed. 4. The impervious coverage proposed is 53%; 65% allowed. The parking requirement for these building based on the uses is 11 spaces, 41 spaces have been provided. Twelve spaces shown as dedicated to meet the requirement of 595 Nutmeg Road. If there are going to be used to meet the requirements for 595, an easement dedicating those spaces should be provided. 5. There are regulated wetlands that affect both lots. The applicant received IWA/CC approval with modifications on April 7 with the recommendation of maintaining the existing bonds for the ongoing project and an additional $5,000 bond for the installation of the wetland mitigation area. This bond is to be held for three growing seasons to ensure proper establishment. 6. The building be a pre-engineered metal building with similar design elements and materials to compliment the building currently under construction at 595 Nutmeg Road. The front of the site will have a mix of deciduous trees, flowering shrubs, evergreen shrubs, and ornamental grasses with trees and shrubs in the parking lot. Full cutoff wall pak lighting is proposed on the building and pole lighting is proposed in the parking area and along the proposed drive. Architectural and Design Review Committee reviewed this site on January 9. They were satisfied with the proposal as presented. 7. The site is served by public water and sewer. Water Pollution Control Authority approval is required for the sewer connection. 8. The Fire Marshal has reviewed the plan and has no comments. 9. Signage proposed must meet the zoning requirements for free standing signs and building signs in industrial zones. 2 If this application is approved, the Planning Department request that the cross travel easement and sanitary sewer easement to the Town of South Windsor be shown on the site plan. 55/!WW Colurbon3 Color Guide Slate Brite White Burgundy Ash Gray Black Bronze Beige Ocean Blue Red Light Stone Heron Blue *Crimson Red *Premium Color Colors may vary slightly from actual metal. Painted swatches are available by request. New HO 3d View for NE-DTS 60 x 120 x 16 ,OWN SEA( To� ems- V& m 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 f�OBOR•CO TELEPHONE (860) 644-2511 CERTIFIED MAIL 7019 0140 0000 2425 7248 May 13, 2021 Esteem Manufacturing C/O PDS Engineering & Construction, Inc. Frank Borawski 1007 Old Windsor Road Bloomfield, CT 06002 Dear Mr. Borawski: Re: Appl. 21-14P, Distinctive Tree Phase 3 Site Plan Modification, 591 Nutmeg Road North We are pleased to advise you that the Planning & Zoning Commission voted on May 11, 2021 to approve with modifications the above referenced application for a Site Plan Modification. This approval is for a 4,621 sf building and associated outdoor storage, shown as Phase 3, on property located at 591 Nutmeg Road North, I zone, as shown on plans prepared by Design Professionals Inc., Project No. 3136.1), dated 3/2/2021 as revised. This approval is subject to the following modifications: 1. Prior to commencement of any site work, a meeting must be held with Town Staff. 2. No building permit will be issued until the final mylars have been filed in the Town Clerk's office. 3. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission, including bonds in the amount of $5,000 to ensure compliance with the erosion and sediment control measures and $10,000 to ensure establishment of storm water system and $5,000 to insure proper installation, follow-up inspection and maintenance of mitigation measures. 4. A landscape bond in the amount of $5,000 is required and must be submitted prior to the issuance of a certificate of occupancy if work is not completed. 5. All bonds must be in one of the forms described in the enclosed Bond Policy. 6. An as -built plan is required prior to issuance of a Certificate of Occupancy per Section 9.1.3 of the Zoning Regulations. 7. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 8. This approval does not constitute approval of the sanitary sewer, which can only be granted by the Water Pollution Control Authority. 9. No building permits will be issued until the Office of State Traffic Administration certificate has been issued (per CGS § 14-311). 10. The building street number must be included on the final plan. 11. Pavement markings must be maintained in good condition throughout the site drives and parking areas. 12. All free-standing signs and/or building signs require the issuance of a sign permit before they are erected. 13. All easements with metes and bounds shall be shown on the site plan. 14. A cross -travel easement is required between lot 1 and lots 2. 15. Engineering comments dated 5/6/21 must be incorporated into the final plans. Black and white transparent mylars of Sheet #'s C-Tl and C-SP1 with the above modifications, together with three print copies of the entire set of plans with live signatures and raised seals must be submitted to this Commission to be stamped and signed. The letters of approval of this Commission and the Inland Wetlands Agency/Conservation Commission must be reproduced on the mylars. After the mylars have been signed by the Commission, they will be returned to you for filing in the Office of the Town Clerk. Sincerely, Bart Pacekonis, Chairman PLANNING & ZONING COMMISSION BP/llz Cc: Town Engineer Chief Building Official Assessor Fire Marshal