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HomeMy WebLinkAbout22-38P Vertical Self StorageP.O.BOX 1167 21 JEFFREY DRIVE m SOUTH WINDSOR,CT 06074wgmPHONE:860.291.8755 FAX:860.291 .8757 CIVIL&TRAFFIC ENGINEERS I LAND SURVEYORS I PLANNERS /LANDSCAPE ARCHITECTS Serving Connecticut,Massachusens,&Rhade Island since 1986 m gama 1J9 www.de5ignprofessiona!sinc.cum Michele Lipe June 28,2022 Director of Planning 1540 Sullivan Avenue South Windsor,CT 06074 (w‘mv-n‘a" a«a Re:Vertical Self Storage Facilities a 1-291 Corridor Development Zone DPI Project N0.4303.H As previously discussed,I am hereby requesting to be placed on an upcoming Planning & Zoning Commission agenda for the purpose of discussing climate controlled Vertical ~Self-Storage Facilities in the 1-291 Corridor Development Zone (CD).We believe this is, a under present language of Section 4.4.3 Permitted and Prohibited Uses,a pennittedcommercialuse,and in compliance with Section 4.4,which encourages creative design proposals seeking the “highest and best”use of the land,providing development flexibility allowing the zone to be responsive to market trends,and helping the Town'realize optimum economic returns,among other criteria.They will also generate t negligible traffic. Kindly advise as to when this is expected to be on the Commission’s agenda. All the best %M //Peter R DeMallie PreSident &Princ1pal @ E mes CONCEPT PLAN OVERALL SITE 5m:a .o w wmm w mu REVISIONS mun:rm Mr Scou SukndlerZO- VERTICAL SELF STORAGE 24‘;Fl l mcmN ROAD SUU‘IH WINDSOR CONWCHCLW m sm on mu m eslgn rofessionals m..mm...mm:Ium...mum’-2mm:m m.m... PLANNING DEPARTMENT August 3,2022 CERTIFIED MAIL 7019 2280 0001 51 19 1645 Peter DeMaIlie Design Professionals,Inc. 21 Jeffrey Drive South Windsor,CT 06074 Dear Mr.DeMallie, Re:Use Determination for I—291 Corridor Development Zone At the P1anning and Zoning Commission meeting of July 26,2022 the CommissiondeterminedbyunanimousconsensusthatclimatecontrolledVerticalSelf-StorageFacilitieswouldbeapermitteduseinthe1—291 Corridor Development zone.TheproposedfacilityreferencedinyourletterdatedJune28,2022 would be permitted. Thank you for your request and please contact the Planning Department at 860—644—25 11ext.2329 if you have any other questions. Sincerely,‘6 mi :fjaa mug WBartPacekonis,ChairmanPLANNING&ZONING COMMISSION BP/cgo 15M]Sullivan Avenue,Suuth Windsor,ET 115074 l Tel (800)$444511 Ext 329 l Planning@SuuthWindsnr-Cl.gnv TOWN OF SOUTH WINDSOR PLANNING 8s ZONING COMMISSION APPLICATION FORM Application Number: Official Receipt Date: Munis Application #: APPLICANT: Highland Capital Holdings,LLC cJo Scott Spindler, Manager PROJECT NAME: Climate-Controlled Vertical Self Storage Facility COMPLETE LOCATION OF PROPERTY: 249 Ellington Road OWNER OF RECORD ON LAND RECORDS: 249 Ellington Road,LI_C OWNER ADDRESS: 171 Pennywise Lane,Glastonbury,CT 06033 GIS PIN # 30300249 ZONE CD NAME, ADDRESS, TELEPHONE & EMAIL ADDRESS OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: Design Professionals,Inc.,Daniel Jameson,21 Jeffrey Drive,South Windsor CT 06074 (860)291-8755,djameson@dpinc.co Estimated presentation time:30 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) ❑� Site Plan of Development ❑✓ New ❑ Modification Building(s) Sq Ft 99200 ❑ 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 Required) for ❑ 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 Q Other (explain in detail) Parking Waiver PLEASE NOTE: An Application Pending Sign is required to be posted on the property for all applications ten (20) days prior to being heard by the Commission. frf -` Signzhire of' pplicant �igna�;d ,of Property e/r t �j Print Name of Applicant ` Print Name of Property Owner Revised 1/9/2017 1 TOWN OF SOUTH WINDSOR CHECKLIST REQUIRED INFORMATION SITE PLANS APPLICANT_____________________________________________________________ PROJECT NAME_________________________________________________________ This checklist must be signed by plan preparer (P.E./L.S.) declaring that all required information is provided. Items 1-7 are required for all applications; items 8-11 required where appropriate. Check mark for each item supplied. _____ 1. On each sheet for plans or maps, title block with the following information: _____ a. Name, address and telephone of applicant. _____ b. Name, address and telephone number of Land Surveyor or Professional Engineer. _____ c. Name of Development. _____ d. Date when drawings were made. _____ 2. Key Map: An overall map drawn to a scale of 1 inch equals either 100 feet or 200 feet. This map will show the overall design of the Development and surrounding property within 500 feet. _____ a. Data block which gives needed zoning information such as percentage of lot coverage, acreage of tract, number of apartment units, parking requirements, etc. _____ b. Outline of buildings. _____ c. Layout of streets. _____ d. Surrounding property boundaries within 500 feet. _____ e. Names of abutting property owners. _____ f. Proposed open spaces and recreation areas. _____ g. Driveway cuts on abutting properties and any properties across from proposed site. _____ h. Distance to and name of nearest intersection street. _____ 3. Architectural Elevations: See attached checklist for Architecture and Design Review. Highland Capital Holding, LLC Climate Controlled Vertical Self Storage Facility ✔ X X X X X X X X X X X N/A X X X 2 _____ 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: _____ a. Distance and bearings of all boundary lines and acreage of site. Iron pins required at all property angle points and shown on map. _____ b. Proposed streets and street lines with center line station, curve data, and parking spaces. _____ c. Building lines in accordance with zoning regulations. _____ d. Proposed buildings and other structures, including signs, outside lighting, and dumpsters (on concrete pad and screened). _____ e.Easements, noting grantors, grantees, and purpose must be shown in table format, e.g. below Grantor Grantee Type of Easement Date Filed Vol/Pg _____ f. Names of abutting property owners. _____ g. Monuments will be indicated at corners and angles of all streets and at all points of curvature and tangency. The monumented points within proposed site shall be coordinated. These coordinates shall appear in tabular form on the plot plan. The accessibility of these CGS points shall be determined by the Town Engineer. _____ h. All open space or other common or public land uses shall be indicated. _____ i. A-2 certification; P.E./L.S. Seal. _____ 5. Topographic Map: A map drawn to a scale of 1 inch to 40 feet on sheets not exceeding 24 inches by 36 inches, including ruled margins shall in addition to the requirements of the plot plans show the following: _____ a. All existing and proposed buildings. _____ b. Curb Lines and pavement width, sidewalks. _____ c. Existing and proposed sanitary sewers. _____ d. Existing and proposed water and all existing utilities. X X N/A X X X X X N/A X X X X X X 3 _____ e. Present wooded area indicated by foliage lines. Any trees to be saved should be shown. _____ f. Existing and proposed contours shall be shown in not less than two-foot intervals, but in cases of relatively level land, the contours shall be one- foot intervals and spot elevations. _____ g . Regulated wetlands and 100-year floodplain or note that none are present. _____ h. Proposed storm drainage system, showing all catch basins, endwalls, manholes, lengths and sizes of pipes and elevations of structures. (Maximum distance between catch basins shall be 300 feet and minimum size of storm drain lines shall be 15 inches,within Town ROW.) If plan/profile sheet is provided all of this does not need to be shown. Only top of frame elevations and inverts of open discharge pipe shall be shown on this plan. _____ i. Connections of all springs into proposed storm drainage system as needed. _____ j. Location and indications of existing brook channels, and 100-year flood limits. _____ k. A-2 & T-2 Certification; P.E & L.S. Seals. _____ 6. Landscaping plan _____ 7. Drainage calculations: - Zero Runoff Increase per attached guidelines. _____ 8. Traffic Report _____ 9. Site Lighting Plan _____ 10. Plans and Profiles: A plan and profile of the proposed streets drawn on plan/profile paper of scales 1 inch to 40 feet horizontally, and 1 inch to 4 feet vertically on sheets not exceeding 24 inches by 36 inches, including ruled margins and containing the following: _____ a. Layout of streets in sections coordinated by stations with the profile. _____ b. Street plan showing roadways, drainage, sanitary sewer (including house sewer), foundation drains, lot lines, buildings including all utilities with elevations (top frame and inverts), size, type, length, slopes of pipes. _____ c. Sight line at driveway & street intersections. X X X X N/A X X X X X X N/A N/A N/A X 4 _____ d. Profile of roadway showing existing and finished grades. Roadway profile will show all tangent grade and all vertical curve information. _____ 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. _____ f. Where any storm drainage line discharges into an existing brook sufficient profile of this brook will be shown to determine conditions. _____ 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. _____ 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. _____ 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. _____ 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. _________________________ _____________________________ PLAN PREPARER (P.E./L.S.) DATE February 2002; Rev. 4-04 10/24/22Suzanne P. Choate, P.E. N/A N/A N/A X N/A N/A N/A Page 1 of 3 1 Illllll IIII I!III Illll I IIII�ll1 Il 111 lllllll[1111111 IIIII lilll IIIII Illll I�fl Ill1 Doe ID:��0002877120003 Type: LAN BK2920 PA22-124 Please return to: 249 Ellington Road,LLC P.O.Box 504 South Glastonbury,CT 06073 TRUSTEE'S DEED JAMES A. BRADLEY, SUCCESSOR TRUSTEE of the MORGAN J. BRADLEY,JR. LIVING TRUST dated May 7, 2004, as Restated in its entirety on April 18, 2011,residing at 26 Gaulin Road, Columbia, CT 06237, for the consideration of TWO HUNDRED FIFTY THOUSAND AND 001100 DOLLARS ($250,000.00) and other valuable consideration received to its full satisfaction, does hereby give, grant bargain sell and convey to grant to 249 ELLINGTON ROAD, LLC, a Connecticut limited liability company, with offices at 171 Pennywise Lane, Glastonbury, CT 06033, with TRUSTEE COVENANTS, all the Trustee's and Trust's interest in and to that certain piece or parcel of land, as is with all faults, and being situated in the Town of South Windsor, County of Hartford and State of Connecticut known as 249 Ellington Road, and more particularly bounded and described in Schedule A attached hereto and made a part hereof. Signed this 15th day of December, 2021. Signed and delivered in the presenc o£ RaIp J. xander es J. Bradley, Trustee of the Morgan J. Bradley, Jr. Living Trust Agreement Susan A. Carreiro STATE OF CONNECTICUT } ss. South Windsor December 15, 2021 COUNTY OF HARTFORD ) Personally Appeared JAMES A. BRADLEY, SUCCESSOR TRUSTEE of the MORGAN J. BRADLEY, JR. LIVING TRUST dated May 7, 2004, as Restated in its entirety on April 18,2011, being the Signer of the foregoing Instrument, and acknowledged the same to be his free act and deed in his capacity as ruste , efore me. Ralp J. Alexan er Co ssioner of the Superior Court CONVEYANCE TAX RECEIVED 0 TOWN:$625.00 STATE:$1,. SOUTH WINDSOR.CT TOWN CLERK Volume- 2920 Page: 122 Seq: 1 Page 2 of 3 SCHEDULE A All of that certain piece or parcel of land, with the improvements thereon and the appurtenances thereto, known- as 249 Ellington Road, and located in the Town of South Windsor, County of Hartford and State of Connecticut, being more particularly bounded and described as follows: North on land now or formerly of George Burnham; East on land now or formerly of the Heirs of Arthur Burnham and land now or formerly of George Burnham,partly on each; South on land now or formerly of B. W. Chandler; and West by Old Wapping Road. Excepting 11.5 acres in a Certificate of Taking from Morgan J. Bradley by the State of Connecticut dated December 8, 1964, and recorded December 8, 1964, in Volume 105, at Page 335 of the Town of South Windsor Land Records, but including 1.00 acre, more or less, conveyed in a Quit Claim Deed from the State of Connecticut to Morgan J. Bradley, Jr. dated January 22, 2002, and recorded April 4, 2002 in Volume 1307, at Page 271 of the Town of South Windsor Land Records. Said premises also being shown on the Town of South Windsor, Connecticut- Assessment Parcel Map 30300 as GIS PIN 30300249, being more particularly bounded and described by approximation, as follows: Northwesterly thus southeasterly line of Ellington Road, for a distance of 289 feet more or less, as shown on said map; Southeasterly by a sliver of land now or formerly of the State of Connecticut being designated as GIS PIN 30300279, and by parcel designated as GIS PIN 30300283, both as shown on said map, partly on each, for a distance of 166 feet more or less; Northeasterly on by parcel designated as GIS PIN 30300283 and on parcel designated as GIS PIN 30300289, both as shown on said map, partly on each, for a distance of 315 feet more or less; Southeasterly again by land of the State of Connecticut, for a distance of 273 feet more or less, as shown on said map; and Southwesterly by land now or formerly of the State of Connecticut being designated as GIS PIN 30300239 as shown on said map, for a distance of 420 feet more or less. It being the intention of this deed to convey title to all of the Grantor's remaining real estate in the Town iof South Windsor. The premises being conveyed subject to the real estate taxes due to the Town of South Windsor on the October 1, 2020 Grand List, not yet due and payable. Said premises being conveyed further subject to a Denial of Access to/from Route I-291 as well as slope tights as set forth in a Certificate of Condemnation from Morgan J. Bradley in Page 1 of 2 Volume- 2920 Page: 122 Seq: 2 Page 3 of 3 favor of the State of Connecticut, dated 12-8-64 and recorded 12-10-64 in Volume 105, at Page 335 of the Town of South Windsor Land Records, and as shown on Map#497B. Said premises being conveyed further subject to a Denial of Access to/from Route I-291 as set forth in a Quit Claim Deed from the State of Connecticut to Morgan J. Bradley, Jr., dated 1-22-02 and recorded or-4-02 in Volume 1307, at Page 71 of the Town of South Windsor Land Records, and as shown on Map #2842. Said premises containing approximately 3.34 acres more or less. Received for Record at south Windsor,CT on 1211612021 At 9:36:36 am Page 2 of 2 Volume- 2920 Page 122 Seq- 3 P.O. BOX 1167 21 JEFFREY DRIVE SOUTH WINDSOR, CT 06074 PHONE: 860.291.8755 FAX: 860.291.8757 www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / LAND SURVEYORS / PLANNERS / LANDSCAPE ARCHITECTS Serving Connecticut, Massachusetts, & Rhode Island since 1986 Request for Modification of Maximum Required Parking Spaces as per Section 6.4.9 Climate-Controlled Vertical Self-Storage Facility 249 Ellington Road (Route 30) DPI # 4303.H October 20, 2022 As per Table 6.4.3 B, Minimum Required Parking Spaces – Commercial and Industrial Zones, the minimum required parking spaces for a self-storage facility is 1 space per 25 units of storage. That would equate to 29 spaces for the 708± storage units at 249 Ellington Road. The applicants have extensive experience in designing and developing such facilities in New England, and are proposing a total of twelve (12) parking spaces. The actual need is far less than that. Tenants typically drive up in their car, SUV or small truck to the building entry point at the interior loading area, which is situated adjacent to an elevator. The dozen parking spaces will be used by maintenance or sales staff, and by prospective tenants. The vast majority of parking spaces will be vacant for most of the business day. Staff (maximum of two) are not on-site at all times. The submitted site plan depicts the twelve parking spaces adjacent to the building’s office. The decrease in parking from 29 to 12 spaces has allowed our civil engineers to reduce impervious coverage and stormwater runoff. As this building is expressly designed as a climate-controlled vertical self-storage facility, it is highly unlikely, in the future, that this building will be used for any other use requiring additional parking. G:\jobs\4303\4303.H\Docs\Applications\PZC\4303.H PZC Abutter Notice.doc P.O. BOX 1167 21 JEFFREY DRIVE SOUTH WINDSOR, CT 06074 PHONE: 860.291.8755 FAX: 860.291.8757 www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / PLANNERS / SURVEYORS / GIS ANALYSTS / LANDSCAPE ARCHITECTS Serving Connecticut, Massachusetts, & Rhode Island October 24, 2022 Re: Climate Controlled Vertical Self-Storage Facility 249 Ellington Road Planning & Zoning Commission Dear Abutting Property Owner: In accordance with the Rules & Regulations of the South Windsor Planning & Zoning Commission, you are hereby notified that an application has been filed on the property abutting your property and is subject to a hearing by the Planning & Zoning Commission. The application and plans are on file with the South Windsor Planning Department. As an abutting property owner, you are invited to the hearing(s) to ask questions and/or give comments, however, you are not required to attend. You may also submit written comments regarding the application(s) prior to the meeting if you so desire. For further information regarding the specific date this application will be heard, please contact Michele Lipe, AICP, Director of Planning, at the South Windsor Planning Department at 860-644-2511, ext. 2252. If you have any questions regarding the specifics of the plans, please feel free to contact our office at 860-291-8755. Thank you. Sincerely, DESIGN PROFESSIONALS, INC. Peter R. DeMallie President Cc: Town of South Windsor Client PROPOSED CLIMATE CONTROLLED VERTICAL SELF STORAGE FACILITY -ABUTI'ERS WlTHlN 500' 249 ELLINGTON ROAD (ROUTE 30)10/14/22 Parcel ID Site Address Owner Name Mailing Address Mailing City Mailing State Mailing Zip15600306306BURNHAMSTREETARGSTWINCTOOILLC650FIFTHAVENUENEWYORKNY10019—00002370005555CORNEAUWAYBHD55REALTYLLC101VENTUREWAYSECAUCUSNJ07094—000030300125125ELLINGTONROADARGSTWINCTOOILLC650FIFTHAVENUENEWYORKNY10019-000030300161161ELLINGTONROADARGSTWINCT001LLC650FIFTHAVENUENEWYORKNY10019-000030300230230ELLINGTONROADCONNSTATEOF165CAPITOLAVENUEHARTFORDCT06106-000030300239239ELLINGTONROADCONNSTATEOF2800BERLINTURNPIKENEWINGTONCT06111-000030300240240ELLINGTONROADSCANNELLPROPERTIES#419 LLC 8801 RIVER CROSSING BLVD #300 INDIANAPOLIS IN 46240-000030300260260ELLINGTONROADCASSENTERPRISESLLC260ELLINGTONRDSOUTHWINDSORCT06074—000030300262262ELLINGTONROADSCARBOROPROPERTIESLLC50SCARBORORDHEBRONCT06248-000030300279279ELLINGTONROADTOWNOFSOUTHWINDSOR1540SULLIVANAVENUESOUTHWINDSORCT06106-000030300283283ELLINGTONROADSJDPROPERTYMANAGEMENTLLC585NUTMEGROADSOUTHWINDSORCT06074-000030300289289ELLINGTONROADBALLSIEPERDONALDEJR289ELLINGTONROADSOUTHWINDSORCT06074-000030300309309ELLINGTONROADCONNLIGHT&POWER COMPANY PO BOX 270 HARTFORD CI'06141-0270-0000303003593S9ELLINGTONROADSCANNELLPROPERTIES#344 LLC 8801 RIVER CROSSING BLVD #300 INDIANAPOLIS IN 46240—000030300360360ELLINGTONROADSCANNELLPROPERTIES#418 LLC (64%)8801 RIVER CROSSING BLVD #300 INDIANAPOLIS IN 46240—0000 © · · · esign rofessionalsesignrofessionals···esignrofessionals15600306306 BURNHAM STREETARG STWINCT001 LLC2370005555 CORNEAU WAYBHD 55 REALTY LLC30300125125 ELLINGTON ROADARG STWINCT001 LLC30300161161 ELLINGTON ROADARG STWINCT001 LLC30300230230 ELLINGTON ROADCONN STATE OF30300239239 ELLINGTON ROADCONN STATE OF30300240240 ELLINGTON ROADSCANNELL PROPERTIES #419 LLC30300260260 ELLINGTON ROADCASS ENTERPRISES LLC30300262262 ELLINGTON ROADSCARBORO PROPERTIES LLC30300279279 ELLINGTON ROADTOWN OF SOUTH WINDSOR30300283283 ELLINGTON ROADSJD PROPERTY MANAGEMENT LLC30300289289 ELLINGTON ROADBALLSIEPER DONALD E JR30300309309 ELLINGTON ROADCONN LIGHT & POWER COMPANY30300359359 ELLINGTON ROADSCANNELL PROPERTIES #344 LLC30300360360 ELLINGTON ROADSCANNELL PROPERTIES #418 LLC (64%)I-291I-291 © · · · esign rofessionals © · · · esign rofessionals ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals ©···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. TREES WHOSE NORTH ORIENTATION IS NOT CHANGED FROM THE NURSERY DO NOT NEED TO BE WRAPPED EXCEPT TREES WITH VERY THIN BARK, SUCH AS RED MAPLE, SHOULD BE WRAPPED IF APPROVED BY THE LANDSCAPE ARCHITECT. TREE WRAP SHOULD BE INSTALLED AT TIME OF PLANTING AND BE REMOVED WHEN DIRECTED BY THE LANDSCAPE ARCHITECT, OPTION 2 APPLY THE PLASTIC SHEETING LOOSELY AROUND THE TRUNK TO LEAVE A 12MM (0.5") GAP BETWEEN THE TRUNK AND THE SHEETING. BUT NO LATER THAN 12 MONTHS AFTER PLANTING. OPTION 1 BIO-DEGRADABLE PLASTIC TAPE TWO-WALLED PLASTIC SHEETING OR TREE SHELTER MATERIAL APPLIED FROM TRUNK FLARE TO FIRST BRANCH BREATHABLE FABRIC TREE WRAP APPLIED FROM TRUNK FLARE TO FIRST BRANCH. WRAP PAPER FROM THE BOTTOM UP WITH SUFFICIENT OVERLAP TO COVER ALL BARK. BIO-DEGRADABLE PLASTIC TAPE 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. 13MM (1/2") DIAMETER PLASTIC HOSE 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. 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.). ALL STAKES SHALL BE DRIVEN OUTSIDE INSTALL THREE GUY WIRES PER TREE, SPACED EVENLY AROUND THE TRUNK. PLASTIC FLAGGING OR OTHER VISUAL MARKER ON EACH WIRE. OPTIONAL METAL DRIVE ANCHORS, INSTALLED PER MANUFACTURERS DIRECTIONS. 750MM (30") LONG WOOD STAKE GALVANIZED WIRE OR CABLE TWIST WIRE TO TIGHTEN. TURNBUCKLES FOR TREES OVER 150MM (6") CALIPER. LOAMY SOILS ARE DEFINED AS GRANULAR OR BLOCKY FRIABLE SOILS, A MIXTURE OF SAND, SILT AND CLAY THE SOIL MUST NOT BE SO COMPACTED AS TO IMPEDE ROOT GROWTH OR DRAINAGE. MASSIVE. THE SOIL MUST BE TESTED FOR TEXTURE, DRAINAGE CAPABILITY, PH, AND NUTRIENT VALUES PRIOR TO DETERMINING PLANT SELECTIONS AND ANY ADDITIONAL SOIL IMPROVEMENTS. THE LOAM CLASSIFICATIONS MAY PRESENT SPECIAL PLANTING PLANTING PROBLEMS NOT ANTICIPATED BY THIS DETAIL. BETWEEN 15 TO 27%: LOAM, SANDY LOAM AND SILT LOAM. NOTE THAT SOILS AT THE OUTER LIMITS OF INCLUDE THE FOLLOWING USDA TEXTURAL CLASSIFICATIONS AND HAVE A CLAY CONTENT OF LOAMY SOILS PARTICLES WITH A MINIMUM OF 1.5% BY DRY WEIGHT ORGANIC MATTER. THE SOIL STRUCTURE SHALL NOT BE PLATY OR NOTES: 2 X ROOT BALL DIAMETER NOTE: FOR DETAILED REQUIREMENTS RELATED TO THE PLANTING OF THE TREE IN THE IMPROVED SOIL, SEE "TREE PLANTING DETAIL."BACK FILL WITH EXISTING SOIL. IN SANDY LOAM SOILS, ADD 20% MAX. BY VOLUME COMPOSTED ORGANIC MATERIAL TO THE EXISTING SOIL.LOAMY SOIL TAMP SOIL AROUND ROOT BALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOT BALL DOES NOT SHIFT. 1:1 SLOPE ON SIDES OF PLANTING HOLE. UNEXCAVATED OR COMPACTED MOUND UNDER THE ROOT BALL TO PREVENT SETTLEMENT. 1.FOR TREES PLANTED IN NON-RESTRICTED SOIL CONDITIONS. 2.THIS DETAIL ASSUMES THAT THE AREA OF LOAMY SOIL AVAILABLE TO EACH TREE IS A MINIMUM OF 45 SQ. M (500 SQ. FT) Not to Scale TREE PLANTING DETAIL1 Not to Scale TREE WRAPPING DETAIL5 Not to Scale TREE STAKING DETAIL (3" CAL. OR SMALLER)3 Not to Scale TREE STAKING DETAIL (LARGER THAN 3" CAL.)4 Not to Scale SOIL IMPROVEMENT DETAIL2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.0 0.1 0.1 0.2 0.2 0.2 0.3 1.0 1.3 0.1 0.1 0.2 0.4 0.5 0.6 0.8 1.0 1.0 0.6 0.1 0.1 0.2 0.4 1.1 1.7 1.3 1.3 0.9 0.7 0.5 0.1 0.2 0.7 1.0 1.2 1.5 1.5 1.5 1.1 0.6 0.4 0.1 0.1 0.2 0.5 1.2 1.2 1.1 1.2 1.2 1.6 1.5 0.6 0.3 0.1 0.1 0.2 0.8 1.4 1.1 1.0 1.0 1.1 1.3 1.1 0.5 0.4 0.1 0.0 0.1 0.1 0.1 0.7 1.0 1.0 1.0 1.1 1.1 1.2 1.1 0.6 0.4 0.3 0.1 0.0 0.1 0.1 0.2 0.7 0.8 0.9 1.0 1.4 1.4 1.3 1.2 0.8 0.5 0.7 0.1 0.0 0.0 0.1 0.1 0.5 0.7 0.6 0.1 0.6 1.4 1.3 1.3 1.4 1.1 0.6 0.9 0.7 0.1 0.0 0.1 0.2 0.3 1.2 0.9 0.6 0.6 1.0 1.4 0.7 0.8 1.3 1.4 0.2 0.0 0.1 0.1 0.4 1.2 0.9 0.5 0.3 0.4 1.1 1.1 0.3 0.0 0.0 0.1 0.1 0.6 0.8 0.7 0.7 0.9 0.4 0.1 0.1 0.1 0.7 0.7 0.5 0.7 0.8 0.3 0.0 0.1 0.2 0.4 0.8 0.7 0.4 0.7 0.9 0.5 0.0 0.1 0.4 1.4 1.1 0.7 1.2 1.3 0.3 0.0 0.0 0.1 0.2 0.8 0.9 0.5 0.5 1.0 1.0 0.2 0.0 0.0 0.0 0.2 0.5 0.5 0.4 0.1 0.0 0.6 0.9 0.3 0.0 0.0 0.0 0.0 0.2 0.3 0.3 0.2 0.1 0.0 0.0 0.0 0.0 0.7 1.0 0.1 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.1 0.7 1.0 0.7 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.2 1.0 1.3 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.7 1.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.5 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 B @ 25' A @ 25' A @ 25' A @ 25' A @ 25' A @ 25' A @ 25' B @ 25' A @ 25' A @ 25' B @ 25'©···esignrofessionals Not to Scale ACCESSIBLE PARKING SYMBOL3 Not to Scale ACCESSIBLE PARKING SIGN POST4 Not to Scale VAN ACCESSIBLE PARKING SPACE2 Not to Scale ACCESSIBLE PARKING SIGN5 “ ” · ·” ·“” · · · Not to Scale SIDEWALK RAMP6 ©···esignrofessionalsNot to Scale PAINTED STOP BAR7 Not to Scale BITUMINOUS SIDEWALK SECTION1 Not to Scale MONOLITHIC CONCRETE CURB & WALK3Not to Scale BITUMINOUS CONCRETE LIP CURB2Not to Scale BITUMINOUS CONCRETE PAVEMENT SECTION - STANDARD DUTY1 Not to Scale SANITARY SEWER TRENCH5 ©···esignrofessionalsNot to Scale PRECAST CONCRETE TYPE "C" AND "C-L" CATCH BASIN4 Not to Scale DUPLEX SANITARY PUMP DETAIL9 Not to Scale TYPE A & B RIPRAP APRON7 Not to Scale PREFORMED SCOUR HOLE8 Not to Scale STORM SEWER TRENCH6 Not to Scale HDPE FLARED END10 2.“” “” “”“ ”©···esignrofessionals D esignrofessionals©····· · · GSPublisherVersion 0.48.99.8 P R O G R E S S S E T N O T F O R C O N S T R U C T I O N NORTH PROJECT NORTH 500 Plaza Middlesex Middletown, CT. 06457 v: 860.344.9332 A-111 1st FLOOR CONSTRUCTION PLAN C 2019 NORTHEAST COLLABORATIVE ARCHITECTS REVISIONS: DATE: NCA JOB NO.: DRAWING NO.:PRINTED: Monday, October 24, 2022, 2:57 PM10-24-22 22280249 ELLINGTON ROADSTORAGE BUILDING249 Ellington RoadSouth Windsor, CT. 06074A 7'-0"11'-6"C7'-0" 3'-0"C7'-0" 3'-0" C 7'-0" 3'-0" E 7'-0"3'-0"D E E E D E EB7'-0" 3'-0"A7'-0" 11'-6"E7'-0" 3'-0" A A B B C C D D F F G G I I J J M M N N P P Q Q DD DD 1 1 2 2 3 3 4 4 5 5 6 6 7 7 10 10 11 11 13 13 12 12 15 15 14 14 17 17 19 19 20 20 E E K K L L O O H H R R 21 21 S S T T U U V V W W X X Y Y Z Z AA AA BB BB CC CC 8 8 9 9 16 16 18 18 129'-1 1/2"11'-10"14'-0 1/2"4 1/2"79'-0 1/4"9'-0 1/2"R.O.6'-0"11'-10 1/2" R.O.33'-6 3/4"3'-4"M.O.17'-2"5'-11 1/4"5'-11 1/4"5'-10 1/2"5'-11 1/2"160'-0"4 1/2"4 1/2" 155'-0" 4 1/2"4 1/2"160'-0"4 1/2"11 3/4"8'-0"13'-0"8'-0"13'-0" 4 1/2" 155'-0" 4 1/2" A1 A-201 A1 A-202 C1 A-201 C1 A-202 UNIT 10x8 UNIT 10x15 UNIT 10x15 UNIT 10x15 UNIT 10x15 UNIT 10x15 UNIT 10x15 UNIT 10x15 UNIT 10x15 UNIT 5x10 UNIT 5x10 UNIT 5x10 UNIT 5x10 UNIT 10x15 UNIT 10x15 UNIT 10x25 UNIT 10x10 UNIT 10x10 LOADING 10x20 ELEV A UNIT 5x5 UNIT 5x5 UNIT 5x5ELEV ROOM 5x15 UNIT 10x20 UNIT 10x20 UNIT 4x5 UNIT 5x10 UNIT 10x10 UNIT 10x10 UNIT 10x10 UNIT 10x10 UNIT 5x5 UNIT 5x5 UNIT 5x10 UNIT 5x10 UNIT 5x10 UNIT 5x10 UNIT 5x5 UNIT 5x5 UNIT 5x5 UNIT 5x5 UNIT 5x10 UNIT 5x10 UNIT 5x10 UNIT 5x10 UNIT 5x5 UNIT 5x5 UNIT 10x22 UNIT 5x8 UNIT 10x22 UNIT 10x22 UNIT 10x22 UNIT 10x25 UNIT 5x10 UNIT 10x25 UNIT 5x10 UNIT 10x25 UNIT 5x10 UNIT 10x25 UNIT 5x10 UNIT 10x25 UNIT 5x10 UNIT 10x25 UNIT 5x10 UNIT 10x30 UNIT 10x30 UNIT 10x30 UNIT 10x30 UNIT 10x30 UNIT 10x30 UNIT 10x30 UNIT 10x30 UNIT 10x30 UNIT 5x10 UNIT 5x10 UNIT 5x10 UNIT 5x10UNIT 5x5 UNIT 5x5 UNIT 10x10 UNIT 10x10 UNIT 10x10 UNIT 5x10 UNIT 10x10 UNIT 10x10 UNIT 10x10 UNIT 10x10 UNIT 10x10 UNIT 10x10 UNIT 10x10 UNIT 5x15 UNIT 5x5 UNIT 5x5 STAIR-B 9'4x19'4" UNIT 15x25 UNIT 9x10 UNIT 5x15 UNIT 10x15 UNIT 10x15 UNIT 10x15 UNIT 10x8 UNIT 10x10 UNIT 10x10 UNIT 5x10 UNIT 5x10 UNIT 10x8 UNIT 10x8 UNIT 10x8 UNIT 10x8 UNIT 10x8 UNIT 10x8 UNIT 10x8 UNIT 10x8 UNIT 10x8 UNIT 10x20 UNIT 10x10 UNIT 10x20 UNIT 10x10 UNIT 10x20 UNIT 10x10 UNIT 10x20 UNIT 10x10 UNIT 10x20 UNIT 10x10 UNIT 10x20 UNIT 10x10 UNIT 10x20 UNIT 10x10 UNIT 10x20 UNIT 10x10 UNIT 10x20 UNIT 10x10 UNIT 10x20 UNIT 10x10 UNIT 5x10 UNIT 5x10 UNIT 5x10 UNIT 5x10 UNIT 5x10UNIT 5x5 UNIT 5x5 UNIT 5x15 UNIT 10x15 UNIT 10x15 UNIT 10x15 UNIT 10x15 UNIT 10x15 UNIT 10x15 UNIT 10x15 UNIT 10x15 UNIT 10x15 UNIT 5x15 LOADING 10x19 0FFICE 15x15 UTIL 10x5 UTIL 8x5 JC 5x5 LAV 7x10 BREAK 8x10 LAV 7x10 UNIT 5x8 UNIT 5x8 UNIT 5x8 UNIT 5x8 UNIT 5x8 UNIT 5x8 UNIT 5x8 UNIT 5x10 CRT CRT CRT UNIT 4x7.5 CRTCRT STO 3x3 STO 3x3 UNIT 10x9 STAIR-A 9'4"x19'4"UNIT3'0"x 6'0"UNIT 5x10 UNIT 5x15 UNIT 4x7.5 ELEV A ELEV ROOM 5x15 UNIT 5x15 UNIT 10x8 SCALE: 3/32" = 1'-0" A2 1st FLOOR CONSTRUCTION PLAN A-111 0 8'16'24' GSPublisherVersion 0.48.99.8 P R O G R E S S S E T N O T F O R C O N S T R U C T I O N NORTH PROJECT NORTH 500 Plaza Middlesex Middletown, CT. 06457 v: 860.344.9332 A-121 TYPICAL UPPER LEVEL FLOOR CONSTRUCTION PLAN C 2019 NORTHEAST COLLABORATIVE ARCHITECTS REVISIONS: DATE: NCA JOB NO.: DRAWING NO.:PRINTED: Monday, October 24, 2022, 2:57 PM10-24-22 22280249 ELLINGTON ROADSTORAGE BUILDING249 Ellington RoadSouth Windsor, CT. 06074C7'-0" 3'-0" C7'-0" 3'-0" A A B B C C D D F F G G I I J J M M N N P P Q Q DD DD 1 1 2 2 3 3 4 4 5 5 6 6 7 7 10 10 11 11 13 13 12 12 15 15 14 14 17 17 19 19 20 20 E E K K L L O O H H R R 21 21 S S T T U U V V W W X X Y Y Z Z AA AA BB BB CC CC 8 8 9 9 16 16 18 18 A1 A-201 A1 A-202 C1 A-201 C1 A-202 8'-0"13'-0"8'-0"13'-0" UNIT 10x8 UNIT 10x15 UNIT 10x15 UNIT 10x15 UNIT 10x15 UNIT 10x15 UNIT 10x15 UNIT 10x15 UNIT 10x15 UNIT 5x10 UNIT 5x10 UNIT 5x10 UNIT 5x10 UNIT 10x15 UNIT 10x15 UNIT 10x25 UNIT 10x10 UNIT 10x10 ELEV A UNIT 5x5 UNIT 5x5 UNIT 5x10 UNIT 10x20 UNIT 10x20 UNIT 4x5 UNIT 5x10 UNIT 10x10 UNIT 10x10 UNIT 10x10 UNIT 10x10 UNIT 5x5 UNIT 5x5 UNIT 5x10 UNIT 5x10 UNIT 5x10 UNIT 5x10 UNIT 5x5 UNIT 5x5 UNIT 5x5 UNIT 5x5 UNIT 5x10 UNIT 5x10 UNIT 5x10 UNIT 5x10 UNIT 5x5 UNIT 5x5 UNIT 10x22 UNIT 5x8 UNIT 10x22 UNIT 10x22 UNIT 10x22 UNIT 10x25 UNIT 5x10 UNIT 10x25 UNIT 5x10 UNIT 10x25 UNIT 5x10 UNIT 10x25 UNIT 5x10 UNIT 10x25 UNIT 5x10 UNIT 10x25 UNIT 5x10 UNIT 10x30 UNIT 10x30 UNIT 10x30 UNIT 10x30 UNIT 10x30 UNIT 10x30 UNIT 10x30 UNIT 10x30 UNIT 10x30 UNIT 5x10 UNIT 5x10 UNIT 5x10 UNIT 5x10UNIT 5x5 UNIT 5x5 UNIT 10x10 UNIT 10x10 UNIT 10x10 UNIT 5x10 UNIT 10x10 UNIT 10x10 UNIT 10x10 UNIT 10x10 UNIT 10x10 UNIT 10x10 UNIT 10x10 UNIT 5x15 UNIT 5x5 UNIT 5x5 STAIR-B 9'4x19'4" UNIT 15x25 UNIT 9x10 UNIT 5x15 UNIT 10x15 UNIT 10x15 UNIT 10x15 UNIT 10x8 UNIT 10x10 UNIT 10x10 UNIT 5x10 UNIT 5x10 UNIT 10x8 UNIT 10x8 UNIT 10x8 UNIT 10x8 UNIT 10x8 UNIT 10x8 UNIT 10x8 UNIT 10x8 UNIT 10x8 UNIT 10x20 UNIT 10x10 UNIT 10x20 UNIT 10x10 UNIT 10x20 UNIT 10x10 UNIT 10x20 UNIT 10x10 UNIT 10x20 UNIT 10x10 UNIT 10x20 UNIT 10x10 UNIT 10x20 UNIT 10x10 UNIT 10x20 UNIT 10x10 UNIT 10x20 UNIT 10x10 UNIT 10x20 UNIT 10x10 UNIT 5x10 UNIT 5x10 UNIT 5x10 UNIT 5x10 UNIT 5x10UNIT 5x5 UNIT 5x5 UNIT 5x15 UNIT 10x15 UNIT 10x15 UNIT 10x15 UNIT 10x15 UNIT 10x15 UNIT 10x15 UNIT 10x15 UNIT 10x15 UNIT 10x15 UNIT 5x15 UNIT 5x8 UNIT 5x8 UNIT 5x8 UNIT 5x8 UNIT 5x8 UNIT 5x8 UNIT 5x8 UNIT 5x10 UNIT 10x9 STAIR-A 9'4"x19'4"UNIT3'0"x 6'0"UNIT 5x10 UNIT 5x15 ELEV A UNIT 5x15 UNIT 10x8 UNIT 5x15 UNIT 5x15 UNIT 8x15 UNIT 10x15 UNIT 10x15 UNIT 10x15 UNIT 10x15 UNIT 10x10 UNIT 10x10 UNIT 5x10 UNIT 5x15 SCALE: 3/32" = 1'-0" A1 TYPICAL UPPER LEVEL FLOOR CONSTRUCTION PLAN A-121 0 8'16'24' GSPublisherVersion 0.48.99.8 P R O G R E S S S E T N O T F O R C O N S T R U C T I O N 500 Plaza Middlesex Middletown, CT. 06457 v: 860.344.9332 A-201 NORTH & SOUTH EXTERIOR ELEVATIONS C 2019 NORTHEAST COLLABORATIVE ARCHITECTS REVISIONS: DATE:10-24-22 NCA JOB NO.:22280 DRAWING NO.:249 ELLINGTON ROADSTORAGE BUILDING249 Ellington RoadSouth Windsor, CT. 06074PRINTED: Monday, October 24, 2022, 2:57 PM0" 1st FLOOR 0" 1st FLOOR 11'-0" 2nd FLOOR 11'-0" 2nd FLOOR 22'-0" 3rd FLOOR 22'-0" 3rd FLOOR 33'-0" 4th FLOOR 33'-0" 4th FLOOR 44'-0" ROOF 44'-0" ROOF 52'-6 1/4"11'-0"11'-0"11'-0"11'-0"8'-6 1/4"WINDOW SYSTEM SIGNAGE LIGHT GREY, SMOOTH METAL PANEL DARK GREY METAL PANEL SIGNAGE LIGHT GREY METAL PANEL GREEN METAL PANELGREEN METAL PANEL METAL COPING WINDOW SYSTEM CONCRETE WALK DARK GREY METAL PANEL METAL COPING CONCRETE FOUNDATION CONCRETE FOOTING CONCRETE FOUNDATION CONCRETE FOOTING SIGNAGE ROOF CANOPY WINDOW SYSTEM CONC WALK METAL COPING122 12 2 0" 1st FLOOR 0" 1st FLOOR 11'-0" 2nd FLOOR 11'-0" 2nd FLOOR 22'-0" 3rd FLOOR 22'-0" 3rd FLOOR 33'-0" 4th FLOOR 33'-0" 4th FLOOR 44'-0" ROOF 44'-0" ROOF WINDOW SYSTEM SIGNAGE LIGHT GREY, SMOOTH METAL PANEL DARK GREY METAL PANEL LIGHT GREY METAL PANEL GREEN METAL PANEL GREEN METAL PANEL METAL COPING METAL COPING DARK GREY METAL PANEL CONCRETE FOUNDATION CONCRETE FOOTING CONCRETE FOUNDATION CONCRETE FOOTING ROOF CANOPY CONC WALK SCALE: 1/8" = 1'-0" A1 SOUTH CONSTRUCTION ELEVATION A-201 0 4'8'16' SCALE: 1/8" = 1'-0" C1 NORTH CONSTRUCTION ELEVATION A-201 0 4'8'16' GSPublisherVersion 0.48.99.8 P R O G R E S S S E T N O T F O R C O N S T R U C T I O N 500 Plaza Middlesex Middletown, CT. 06457 v: 860.344.9332 A-202 WEST & EAST EXTERIOR ELEVATIONS C 2019 NORTHEAST COLLABORATIVE ARCHITECTS REVISIONS: DATE:10-24-22 NCA JOB NO.:22280 DRAWING NO.:249 ELLINGTON ROADSTORAGE BUILDING249 Ellington RoadSouth Windsor, CT. 06074PRINTED: Monday, October 24, 2022, 2:57 PM0" 1st FLOOR 0" 1st FLOOR 11'-0" 2nd FLOOR 11'-0" 2nd FLOOR 22'-0" 3rd FLOOR 22'-0" 3rd FLOOR 33'-0" 4th FLOOR 33'-0" 4th FLOOR 44'-0" ROOF 44'-0" ROOF LIGHT GREY METAL PANEL DARK GREY METAL PANEL CONCRETE FOUNDATION CONCRETE FOOTING CONCRETE FOUNDATION CONCRETE FOOTING DARK GREY METAL PANEL SIGNAGE LIGHT GREY, SMOOTH METAL PANEL LIGHT GREY, SMOOTH METAL PANEL ROOF CANOPY CONC WALK METAL COPING 0" 1st FLOOR 0" 1st FLOOR 11'-0" 2nd FLOOR 11'-0" 2nd FLOOR 22'-0" 3rd FLOOR 22'-0" 3rd FLOOR 33'-0" 4th FLOOR 33'-0" 4th FLOOR 44'-0" ROOF 44'-0" ROOF LIGHT GREY METAL PANEL GREEN METAL PANEL WINDOW SYSTEM WINDOW SYSTEM SIGNAGE LIGHT GREY, SMOOTH METAL PANEL SIGNAGE LIGHT GREY, SMOOTH METAL PANEL METAL COPING METAL COPING METAL COPING CONCRETE WALK CONCRETE WALK WINDOW SYSTEM LIGHT GREY, SMOOTH METAL PANEL DARK GREY METAL PANEL CONCRETE FOUNDATION CONCRETE FOOTING DARK GREY METAL PANEL SIGNAGE CONCRETE FOUNDATION CONCRETE FOOTING ROOF CANOPY CONC WALK 12 2 12 2 SCALE: 1/8" = 1'-0" A1 EAST CONSTRUCTION ELEVATION A-202 0 4'8'16' SCALE: 1/8" = 1'-0" C1 WEST CONSTRUCTION ELEVATION A-202 0 4'8'16' esign rofessionals CIVIL & TRAFFIC ENGINEERS / PLANNERS / SURVEYORS GIS ANALYSTS / LANDSCAPE ARCHITECTS 21 JEFFREY DRIVE P.O. BOX 1167 SOUTH WINDSOR, CT 06074 860-291-8755 - T 860-291-8757 - F www.designprofessionalsinc.com Stormwater Management Report Vertical Self-Storage 249 Ellington Road South Windsor, Connecticut Prepared by: Design Professionals, Inc. 21 Jeffrey Drive South Windsor, CT 06074 October 17, 2022 Table of Contents Section Page Introduction 2 Pre-Development Site Conditions 2 Post-Development Site Conditions 3 Analysis of Results 3 Storm Sewer Collection System 3 Water Quality 4 Conclusion 4 Appendices A Pre-Development Drainage HydroCAD Report B Post-Development Drainage HydroCAD Report C NRCS Soil Map & Data D NOAA Rainfall Data E Storm Sewer Analysis Results Onsite Analysis Results Ellington Road Analysis Results F Water Quality Calculations Water Quality Volume Calculation G Drainage Area Maps Existing Condition Drainage Area Map Proposed Condition Drainage Area Map 2 Introduction Highland Capital, LLC. is proposing a climate controlled vertical self storage facility on 249 Ellington Road in South Windsor, Connecticut. The property is referenced on the Town of South Windsor Tax Assessor’s Parcel No. 6-3. The proposed development will include the construction of a 99,200 +/- SF self-storage facility. Associated site improvements will include but not be limited to parking areas for vehicles, landscaping, lighting, and stormwater management BMP’s. The total tract area is 3.52 acres. 2.94+ acres of this area are proposed to be disturbed during construction. For more information, please refer to the plans entitled “Climate Controlled Vertical Self-Storage” ~ 249 Ellington Road ~ South Windsor, CT” prepared by Design Professionals, Inc., and dated October 17, 2022, as amended. Pre-Development Site Conditions The existing surficial characteristics of the area to be developed can primarily be classified as undisturbed woodland area with an interstate highway bordering the southerly portion of the property. The property boundary has a singular frontage section, borders a residential property on the north and Town property to the east. Review of the site topography indicated that a drainage divide exists onsite that conveys stormwater runoff from the developed portion of the site, dividing the property into two watersheds. One is to the drainage swale on Ellington Road on the western property line (DP#1) and other is to the Interstate 291 drainage ditch abutting the southern border of the property (DP#2). CT ECO GIS indicated that runoff conveyed in the swale on Ellington Road is part of Local Basin ID No. 4000-00-2-R1 for waters draining directly to Burnham Brook. Runoff underneath Ellington Road via the drainage ditch is part of Local Basin ID No. 4004-05-1 for waters draining to the Podunk River. Existing conditions watershed delineations are identified in the Existing Conditions Drainage Map located in Appendix G. Based on Natural Resources Conservation Service (NRCS) Hydrologic Soil Group (HSG) mapping, soil type C is located on site. See Appendix C for The NRCS Soil Map & Data. An evaluation was performed to quantify the peak rate of stormwater discharge offsite to the design points. The Natural Resources Conservation Service’s TR-55 Manual was followed in predicting the peak rates of runoff and volumes. HydroCAD computer modeling software was utilized. Peak rates of stormwater runoff were evaluated for the 2- , 10-, 25-, 50- and 100-year storm events. Rainfall data from NOAA Atlas 14 Point Frequency Estimates was used to generate storm conditions. NOAA Atlas 14 rainfall data is included in Appendix D for reference. For more information, please refer to the enclosed Pre-Development Drainage HydroCAD Report located in Appendix A. 3 Post-Development Site Conditions The proposed development will include the construction of a 99,200 +/- SF self-storage facility. Runoff generated from the proposed roof, parking, and sidewalk areas will be collected in a detention basin (PP1) before being discharged into the drainage pipe system in Ellington Road. The detention pond was designed to attenuate the increase in peak rates induced by the proposed impervious area. An outlet control structure with select orifices are proposed to restrict water flow leaving the chamber system. Controlled discharge from the outlet control structure will be conveyed to the existing stormwater collection system on Ellington Road before draining into the Interstate 291 drainage way. The detention pond will have a bottom elevation of 55.50 and top of 61.2, with a projected 100-yr storm elevation of 60.12. For more information, please refer to the enclosed Post-Development Drainage HydroCAD Report located in Appendix B. The proposed conditions watershed delineations and design points are also identified in the Proposed Condition Drainage Map located in Appendix F. Analysis of Results The pre-development and post-development conditions were analyzed using HydroCAD consistent with National Resource Conservation Service (NRCS) hydrology methods. Two discharge locations (Design Point #1 and #2) were identified as points of interest for assessing downstream effects. The following table contains the data generated from the HydroCAD software: Reach 2-year 10-year 25-year 50-year 100-year DP#1 – Flow to Ellington Road swale Pre 0.36 0.87 1.22 1.47 1.76 Post 0.21 0.41 0.54 0.63 0.74 DP#2 – I-291 Drainage Basin Pre 4.51 24.18 39.15 52.99 68.51 Post 3.52 22.23 35.19 45.74 59.04 As seen in the table above, the subject project will result in peak runoff rates in the proposed condition that are either equal to or less than the peak runoff rates of the existing condition for 2-, 10-, 25-, 50- and 100-year design storms to both design points. Storm Sewer Collection System The proposed subsurface stormwater collection and conveyance system was designed to adequately convey proposed runoff under the 10-year storm. 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. The computations are included as Appendix F. 4 An additional analysis was conducted to determine the suitability of the existing storm drainage in Ellington Road to accept the proposed modifications. Suitable HGL conditions were evaluated based on whether one foot of free board was provided between the observed HGL and TF of the subject catch basin as specified in chapter 11 of the CTDOT Drainage Manual. Results indicated that the proposed modifications will cause no breached conditions as defined by these standards. The computations are included as Appendix F as well. Water Quality The proposed water quality basin and forebay were sized to store the determined Water Quality Volume as recommended in the 2004 Connecticut Stormwater Quality Manual. The proposed forebay was sized to store over 10% of the water quality volume as recommended by the 2004 Connecticut Stormwater Quality Manual. See Appendix F for water quality flow & volume calcs, pond and forebay stage storage reports. Conclusion The proposed stormwater management system as discussed herein and shown on the referenced plans is appropriate for the proposed development on the subject site and should not pose any detrimental impacts to the environment. APPENDIX A Watershed Computations (Pre-Development Drainage HydroCAD Report) E1 Existing Flow to DP1 E2 E2 DP2 Existing Flow to DP2 L1 Offiste Flow from 283 Ellington Road Routing Diagram for 4303.H - HydroCAD Prepared by Design Professionals Inc., Printed 10/17/2022 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Existing Conditions Type III 24-hr 2-YR Rainfall=3.09"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 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=36,902 sf 19.48% Impervious Runoff Depth=1.08"Subcatchment E1: Existing Flow to DP1 Flow Length=419' Tc=69.9 min CN=76 Runoff=0.36 cfs 0.076 af Runoff Area=137,619 sf 0.00% Impervious Runoff Depth=0.97"Subcatchment E2: E2 Flow Length=493' Tc=60.5 min CN=74 Runoff=1.30 cfs 0.254 af Inflow=4.51 cfs 0.494 afLink DP2: Existing Flow to DP2 Primary=4.51 cfs 0.494 af Manual Hydrograph Inflow=3.44 cfs 0.240 afLink L1: Offiste Flow from 283 Ellington Road Area= 63.130 ac 29.04% Imperv. Primary=3.44 cfs 0.240 af Total Runoff Area = 4.006 ac Runoff Volume = 0.330 af Average Runoff Depth = 0.99" 95.88% Pervious = 3.841 ac 4.12% Impervious = 0.165 ac Existing Conditions Type III 24-hr 10-YR Rainfall=4.90"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 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=36,902 sf 19.48% Impervious Runoff Depth=2.45"Subcatchment E1: Existing Flow to DP1 Flow Length=419' Tc=69.9 min CN=76 Runoff=0.87 cfs 0.173 af Runoff Area=137,619 sf 0.00% Impervious Runoff Depth=2.28"Subcatchment E2: E2 Flow Length=493' Tc=60.5 min CN=74 Runoff=3.29 cfs 0.602 af Inflow=24.18 cfs 3.816 afLink DP2: Existing Flow to DP2 Primary=24.18 cfs 3.816 af Manual Hydrograph Inflow=21.38 cfs 3.214 afLink L1: Offiste Flow from 283 Ellington Road Area= 63.130 ac 29.04% Imperv. Primary=21.38 cfs 3.214 af Total Runoff Area = 4.006 ac Runoff Volume = 0.775 af Average Runoff Depth = 2.32" 95.88% Pervious = 3.841 ac 4.12% Impervious = 0.165 ac Existing Conditions Type III 24-hr 25-YR Rainfall=6.03"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 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=36,902 sf 19.48% Impervious Runoff Depth=3.41"Subcatchment E1: Existing Flow to DP1 Flow Length=419' Tc=69.9 min CN=76 Runoff=1.22 cfs 0.240 af Runoff Area=137,619 sf 0.00% Impervious Runoff Depth=3.21"Subcatchment E2: E2 Flow Length=493' Tc=60.5 min CN=74 Runoff=4.66 cfs 0.845 af Inflow=39.15 cfs 6.892 afLink DP2: Existing Flow to DP2 Primary=39.15 cfs 6.892 af Manual Hydrograph Inflow=35.12 cfs 6.047 afLink L1: Offiste Flow from 283 Ellington Road Area= 63.130 ac 29.04% Imperv. Primary=35.12 cfs 6.047 af Total Runoff Area = 4.006 ac Runoff Volume = 1.086 af Average Runoff Depth = 3.25" 95.88% Pervious = 3.841 ac 4.12% Impervious = 0.165 ac Existing Conditions Type III 24-hr 50-YR Rainfall=6.85"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 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=36,902 sf 19.48% Impervious Runoff Depth=4.12"Subcatchment E1: Existing Flow to DP1 Flow Length=419' Tc=69.9 min CN=76 Runoff=1.47 cfs 0.291 af Runoff Area=137,619 sf 0.00% Impervious Runoff Depth=3.91"Subcatchment E2: E2 Flow Length=493' Tc=60.5 min CN=74 Runoff=5.69 cfs 1.030 af Inflow=52.99 cfs 9.792 afLink DP2: Existing Flow to DP2 Primary=52.99 cfs 9.792 af Manual Hydrograph Inflow=48.02 cfs 8.762 afLink L1: Offiste Flow from 283 Ellington Road Area= 63.130 ac 29.04% Imperv. Primary=48.02 cfs 8.762 af Total Runoff Area = 4.006 ac Runoff Volume = 1.321 af Average Runoff Depth = 3.96" 95.88% Pervious = 3.841 ac 4.12% Impervious = 0.165 ac Existing Conditions Type III 24-hr 100-YR Rainfall=7.77"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 6HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 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=36,902 sf 19.48% Impervious Runoff Depth=4.95"Subcatchment E1: Existing Flow to DP1 Flow Length=419' Tc=69.9 min CN=76 Runoff=1.76 cfs 0.349 af Runoff Area=137,619 sf 0.00% Impervious Runoff Depth=4.72"Subcatchment E2: E2 Flow Length=493' Tc=60.5 min CN=74 Runoff=6.86 cfs 1.243 af Inflow=68.51 cfs 12.988 afLink DP2: Existing Flow to DP2 Primary=68.51 cfs 12.988 af Manual Hydrograph Inflow=62.47 cfs 11.745 afLink L1: Offiste Flow from 283 Ellington Road Area= 63.130 ac 29.04% Imperv. Primary=62.47 cfs 11.745 af Total Runoff Area = 4.006 ac Runoff Volume = 1.592 af Average Runoff Depth = 4.77" 95.88% Pervious = 3.841 ac 4.12% Impervious = 0.165 ac Existing Conditions Type III 24-hr 2-YR Rainfall=3.09"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 7HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E1: Existing Flow to DP1 Runoff = 0.36 cfs @ 12.97 hrs, Volume= 0.076 af, Depth= 1.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-YR Rainfall=3.09" Area (sf) CN Description 8,052 74 >75% Grass cover, Good, HSG C * 7,187 98 IMPERVIOUS 21,663 70 Woods, Good, HSG C 36,902 76 Weighted Average 29,715 80.52% Pervious Area 7,187 19.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 55.7 100 0.0077 0.03 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.09" 14.1 308 0.0053 0.36 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 0.1 11 0.0091 1.43 Shallow Concentrated Flow, Grass Shallow Flow Grassed Waterway Kv= 15.0 fps 69.9 419 Total Subcatchment E1: Existing Flow to DP1 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-YR Rainfall=3.09" Runoff Area=36,902 sf Runoff Volume=0.076 af Runoff Depth=1.08" Flow Length=419' Tc=69.9 min CN=76 0.36 cfs Existing Conditions Type III 24-hr 2-YR Rainfall=3.09"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 8HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment E2: E2 Runoff = 1.30 cfs @ 12.85 hrs, Volume= 0.254 af, Depth= 0.97" Routed to Link DP2 : Existing Flow to DP2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-YR Rainfall=3.09" Area (sf) CN Description 137,619 74 >75% Grass cover, Good, HSG C 137,619 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 41.6 100 0.0160 0.04 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.09" 18.9 393 0.0048 0.35 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 60.5 493 Total Subcatchment E2: E2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type III 24-hr 2-YR Rainfall=3.09" Runoff Area=137,619 sf Runoff Volume=0.254 af Runoff Depth=0.97" Flow Length=493' Tc=60.5 min CN=74 1.30 cfs Existing Conditions Type III 24-hr 2-YR Rainfall=3.09"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 9HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link DP2: Existing Flow to DP2 Inflow Area = 66.289 ac, 27.66% Impervious, Inflow Depth = 0.09" for 2-YR event Inflow = 4.51 cfs @ 13.20 hrs, Volume= 0.494 af Primary = 4.51 cfs @ 13.20 hrs, Volume= 0.494 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link DP2: Existing Flow to DP2 Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Inflow Area=66.289 ac 4.51 cfs 4.51 cfs Existing Conditions Type III 24-hr 2-YR Rainfall=3.09"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 10HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link L1: Offiste Flow from 283 Ellington Road Inflow Area = 63.130 ac, 29.04% Impervious, Inflow Depth = 0.05" for 2-YR event Inflow = 3.44 cfs @ 13.20 hrs, Volume= 0.240 af Primary = 3.44 cfs @ 13.20 hrs, Volume= 0.240 af, Atten= 0%, Lag= 0.0 min Routed to Link DP2 : Existing Flow to DP2 Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs 2-YR 59 Point manual hydrograph, To= 0.00 hrs, dt= 0.60 hrs, Area= 63.130 ac, 29.04% Imp., cfs = 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.44 1.23 0.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Link L1: Offiste Flow from 283 Ellington Road Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=63.130 ac Manual Hydrograph Area= 63.130 ac 29.04% Imperv. 3.44 cfs 3.44 cfs Existing Conditions Type III 24-hr 10-YR Rainfall=4.90"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 11HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: Existing Flow to DP1 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (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 10-YR Rainfall=4.90" Runoff Area=36,902 sf Runoff Volume=0.173 af Runoff Depth=2.45" Flow Length=419' Tc=69.9 min CN=76 0.87 cfs Subcatchment E2: E2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type III 24-hr 10-YR Rainfall=4.90" Runoff Area=137,619 sf Runoff Volume=0.602 af Runoff Depth=2.28" Flow Length=493' Tc=60.5 min CN=74 3.29 cfs Existing Conditions Type III 24-hr 10-YR Rainfall=4.90"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 12HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP2: Existing Flow to DP2 Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=66.289 ac 24.18 cfs 24.18 cfs Link L1: Offiste Flow from 283 Ellington Road Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=63.130 ac Manual Hydrograph Area= 63.130 ac 29.04% Imperv. 21.38 cfs 21.38 cfs Existing Conditions Type III 24-hr 25-YR Rainfall=6.03"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 13HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: Existing Flow to DP1 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type III 24-hr 25-YR Rainfall=6.03" Runoff Area=36,902 sf Runoff Volume=0.240 af Runoff Depth=3.41" Flow Length=419' Tc=69.9 min CN=76 1.22 cfs Subcatchment E2: E2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Type III 24-hr 25-YR Rainfall=6.03" Runoff Area=137,619 sf Runoff Volume=0.845 af Runoff Depth=3.21" Flow Length=493' Tc=60.5 min CN=74 4.66 cfs Existing Conditions Type III 24-hr 25-YR Rainfall=6.03"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 14HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP2: Existing Flow to DP2 Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=66.289 ac 39.15 cfs 39.15 cfs Link L1: Offiste Flow from 283 Ellington Road Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=63.130 ac Manual Hydrograph Area= 63.130 ac 29.04% Imperv. 35.12 cfs 35.12 cfs Existing Conditions Type III 24-hr 50-YR Rainfall=6.85"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 15HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: Existing Flow to DP1 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type III 24-hr 50-YR Rainfall=6.85" Runoff Area=36,902 sf Runoff Volume=0.291 af Runoff Depth=4.12" Flow Length=419' Tc=69.9 min CN=76 1.47 cfs Subcatchment E2: E2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Type III 24-hr 50-YR Rainfall=6.85" Runoff Area=137,619 sf Runoff Volume=1.030 af Runoff Depth=3.91" Flow Length=493' Tc=60.5 min CN=74 5.69 cfs Existing Conditions Type III 24-hr 50-YR Rainfall=6.85"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 16HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP2: Existing Flow to DP2 Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=66.289 ac 52.99 cfs 52.99 cfs Link L1: Offiste Flow from 283 Ellington Road Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)50 45 40 35 30 25 20 15 10 5 0 Inflow Area=63.130 ac Manual Hydrograph Area= 63.130 ac 29.04% Imperv. 48.02 cfs 48.02 cfs Existing Conditions Type III 24-hr 100-YR Rainfall=7.77"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 17HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment E1: Existing Flow to DP1 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type III 24-hr 100-YR Rainfall=7.77" Runoff Area=36,902 sf Runoff Volume=0.349 af Runoff Depth=4.95" Flow Length=419' Tc=69.9 min CN=76 1.76 cfs Subcatchment E2: E2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 Type III 24-hr 100-YR Rainfall=7.77" Runoff Area=137,619 sf Runoff Volume=1.243 af Runoff Depth=4.72" Flow Length=493' Tc=60.5 min CN=74 6.86 cfs Existing Conditions Type III 24-hr 100-YR Rainfall=7.77"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 18HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link DP2: Existing Flow to DP2 Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=66.289 ac 68.51 cfs 68.51 cfs Link L1: Offiste Flow from 283 Ellington Road Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=63.130 ac Manual Hydrograph Area= 63.130 ac 29.04% Imperv. 62.47 cfs 62.47 cfs APPENDIX B Watershed Computations (Post-Development Drainage HydroCAD Report) P1 P1 P2 P2 P3 P3 P4 Proposed Flow to DP1* P5 P5 P6 P6 P7 P7 PP1 Proposed Water Quality Basin L1* Offiste Flow from 283 Ellington Road L2 Propsoed Flow to DP2* Routing Diagram for 4303.H - HydroCAD Prepared by Design Professionals Inc., Printed 10/17/2022 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Conditions Type III 24-hr 2-YR Rainfall=3.09"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 2HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 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=13,496 sf 0.00% Impervious Runoff Depth=0.81"Subcatchment P1: P1 Flow Length=111' Tc=35.2 min CN=71 Runoff=0.14 cfs 0.021 af Runoff Area=98,310 sf 37.91% Impervious Runoff Depth=1.45"Subcatchment P2: P2 Flow Length=528' Tc=45.8 min CN=82 Runoff=1.75 cfs 0.273 af Runoff Area=32,351 sf 42.16% Impervious Runoff Depth=1.59"Subcatchment P3: P3 Tc=8.0 min CN=84 Runoff=1.29 cfs 0.098 af Runoff Area=5,076 sf 47.60% Impervious Runoff Depth=1.66"Subcatchment P4: Proposed Flow to DP1* Tc=8.0 min CN=85 Runoff=0.21 cfs 0.016 af Runoff Area=24,978 sf 100.00% Impervious Runoff Depth=2.86"Subcatchment P5: P5 Tc=6.0 min CN=98 Runoff=1.72 cfs 0.137 af Runoff Area=110 sf 0.00% Impervious Runoff Depth=0.97"Subcatchment P6: P6 Tc=10.0 min CN=74 Runoff=0.00 cfs 0.000 af Runoff Area=70 sf 0.00% Impervious Runoff Depth=0.97"Subcatchment P7: P7 Tc=10.0 min CN=74 Runoff=0.00 cfs 0.000 af Peak Elev=56.33' Storage=8,909 cf Inflow=4.58 cfs 0.747 afPond PP1: Proposed Water Quality Basin Outflow=3.48 cfs 0.747 af Manual Hydrograph Inflow=3.44 cfs 0.240 afLink L1*: Offiste Flow from 283 Ellington Road Area= 63.130 ac 29.04% Imperv. Primary=3.44 cfs 0.240 af Inflow=3.52 cfs 0.768 afLink L2: Propsoed Flow to DP2* Primary=3.52 cfs 0.768 af Total Runoff Area = 4.003 ac Runoff Volume = 0.545 af Average Runoff Depth = 1.63" 55.10% Pervious = 2.206 ac 44.90% Impervious = 1.798 ac Proposed Conditions Type III 24-hr 10-YR Rainfall=4.90"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 3HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 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=13,496 sf 0.00% Impervious Runoff Depth=2.04"Subcatchment P1: P1 Flow Length=111' Tc=35.2 min CN=71 Runoff=0.38 cfs 0.053 af Runoff Area=98,310 sf 37.91% Impervious Runoff Depth=2.99"Subcatchment P2: P2 Flow Length=528' Tc=45.8 min CN=82 Runoff=3.62 cfs 0.562 af Runoff Area=32,351 sf 42.16% Impervious Runoff Depth=3.18"Subcatchment P3: P3 Tc=8.0 min CN=84 Runoff=2.57 cfs 0.197 af Runoff Area=5,076 sf 47.60% Impervious Runoff Depth=3.28"Subcatchment P4: Proposed Flow to DP1* Tc=8.0 min CN=85 Runoff=0.41 cfs 0.032 af Runoff Area=24,978 sf 100.00% Impervious Runoff Depth=4.66"Subcatchment P5: P5 Tc=6.0 min CN=98 Runoff=2.75 cfs 0.223 af Runoff Area=110 sf 0.00% Impervious Runoff Depth=2.28"Subcatchment P6: P6 Tc=10.0 min CN=74 Runoff=0.01 cfs 0.000 af Runoff Area=70 sf 0.00% Impervious Runoff Depth=2.28"Subcatchment P7: P7 Tc=10.0 min CN=74 Runoff=0.00 cfs 0.000 af Peak Elev=57.81' Storage=27,455 cf Inflow=25.82 cfs 4.196 afPond PP1: Proposed Water Quality Basin Outflow=22.03 cfs 4.195 af Manual Hydrograph Inflow=21.38 cfs 3.214 afLink L1*: Offiste Flow from 283 Ellington Road Area= 63.130 ac 29.04% Imperv. Primary=21.38 cfs 3.214 af Inflow=22.23 cfs 4.249 afLink L2: Propsoed Flow to DP2* Primary=22.23 cfs 4.249 af Total Runoff Area = 4.003 ac Runoff Volume = 1.067 af Average Runoff Depth = 3.20" 55.10% Pervious = 2.206 ac 44.90% Impervious = 1.798 ac Proposed Conditions Type III 24-hr 25-YR Rainfall=6.03"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 4HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 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=13,496 sf 0.00% Impervious Runoff Depth=2.92"Subcatchment P1: P1 Flow Length=111' Tc=35.2 min CN=71 Runoff=0.55 cfs 0.075 af Runoff Area=98,310 sf 37.91% Impervious Runoff Depth=4.01"Subcatchment P2: P2 Flow Length=528' Tc=45.8 min CN=82 Runoff=4.85 cfs 0.755 af Runoff Area=32,351 sf 42.16% Impervious Runoff Depth=4.22"Subcatchment P3: P3 Tc=8.0 min CN=84 Runoff=3.38 cfs 0.261 af Runoff Area=5,076 sf 47.60% Impervious Runoff Depth=4.33"Subcatchment P4: Proposed Flow to DP1* Tc=8.0 min CN=85 Runoff=0.54 cfs 0.042 af Runoff Area=24,978 sf 100.00% Impervious Runoff Depth=5.79"Subcatchment P5: P5 Tc=6.0 min CN=98 Runoff=3.39 cfs 0.277 af Runoff Area=110 sf 0.00% Impervious Runoff Depth=3.21"Subcatchment P6: P6 Tc=10.0 min CN=74 Runoff=0.01 cfs 0.001 af Runoff Area=70 sf 0.00% Impervious Runoff Depth=3.21"Subcatchment P7: P7 Tc=10.0 min CN=74 Runoff=0.01 cfs 0.000 af Peak Elev=58.60' Storage=38,818 cf Inflow=40.99 cfs 7.340 afPond PP1: Proposed Water Quality Basin Outflow=34.90 cfs 7.339 af Manual Hydrograph Inflow=35.12 cfs 6.047 afLink L1*: Offiste Flow from 283 Ellington Road Area= 63.130 ac 29.04% Imperv. Primary=35.12 cfs 6.047 af Inflow=35.19 cfs 7.416 afLink L2: Propsoed Flow to DP2* Primary=35.19 cfs 7.416 af Total Runoff Area = 4.003 ac Runoff Volume = 1.412 af Average Runoff Depth = 4.23" 55.10% Pervious = 2.206 ac 44.90% Impervious = 1.798 ac Proposed Conditions Type III 24-hr 50-YR Rainfall=6.85"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 5HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 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=13,496 sf 0.00% Impervious Runoff Depth=3.60"Subcatchment P1: P1 Flow Length=111' Tc=35.2 min CN=71 Runoff=0.69 cfs 0.093 af Runoff Area=98,310 sf 37.91% Impervious Runoff Depth=4.78"Subcatchment P2: P2 Flow Length=528' Tc=45.8 min CN=82 Runoff=5.74 cfs 0.898 af Runoff Area=32,351 sf 42.16% Impervious Runoff Depth=5.00"Subcatchment P3: P3 Tc=8.0 min CN=84 Runoff=3.97 cfs 0.309 af Runoff Area=5,076 sf 47.60% Impervious Runoff Depth=5.11"Subcatchment P4: Proposed Flow to DP1* Tc=8.0 min CN=85 Runoff=0.63 cfs 0.050 af Runoff Area=24,978 sf 100.00% Impervious Runoff Depth=6.61"Subcatchment P5: P5 Tc=6.0 min CN=98 Runoff=3.85 cfs 0.316 af Runoff Area=110 sf 0.00% Impervious Runoff Depth=3.91"Subcatchment P6: P6 Tc=10.0 min CN=74 Runoff=0.01 cfs 0.001 af Runoff Area=70 sf 0.00% Impervious Runoff Depth=3.91"Subcatchment P7: P7 Tc=10.0 min CN=74 Runoff=0.01 cfs 0.001 af Peak Elev=59.33' Storage=50,693 cf Inflow=54.94 cfs 10.285 afPond PP1: Proposed Water Quality Basin Outflow=45.40 cfs 10.285 af Manual Hydrograph Inflow=48.02 cfs 8.762 afLink L1*: Offiste Flow from 283 Ellington Road Area= 63.130 ac 29.04% Imperv. Primary=48.02 cfs 8.762 af Inflow=45.74 cfs 10.379 afLink L2: Propsoed Flow to DP2* Primary=45.74 cfs 10.379 af Total Runoff Area = 4.003 ac Runoff Volume = 1.667 af Average Runoff Depth = 5.00" 55.10% Pervious = 2.206 ac 44.90% Impervious = 1.798 ac Proposed Conditions Type III 24-hr 100-YR Rainfall=7.77"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 6HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 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=13,496 sf 0.00% Impervious Runoff Depth=4.38"Subcatchment P1: P1 Flow Length=111' Tc=35.2 min CN=71 Runoff=0.84 cfs 0.113 af Runoff Area=98,310 sf 37.91% Impervious Runoff Depth=5.64"Subcatchment P2: P2 Flow Length=528' Tc=45.8 min CN=82 Runoff=6.74 cfs 1.061 af Runoff Area=32,351 sf 42.16% Impervious Runoff Depth=5.87"Subcatchment P3: P3 Tc=8.0 min CN=84 Runoff=4.64 cfs 0.364 af Runoff Area=5,076 sf 47.60% Impervious Runoff Depth=5.99"Subcatchment P4: Proposed Flow to DP1* Tc=8.0 min CN=85 Runoff=0.74 cfs 0.058 af Runoff Area=24,978 sf 100.00% Impervious Runoff Depth=7.53"Subcatchment P5: P5 Tc=6.0 min CN=98 Runoff=4.37 cfs 0.360 af Runoff Area=110 sf 0.00% Impervious Runoff Depth=4.72"Subcatchment P6: P6 Tc=10.0 min CN=74 Runoff=0.01 cfs 0.001 af Runoff Area=70 sf 0.00% Impervious Runoff Depth=4.72"Subcatchment P7: P7 Tc=10.0 min CN=74 Runoff=0.01 cfs 0.001 af Peak Elev=60.12' Storage=65,035 cf Inflow=70.58 cfs 13.530 afPond PP1: Proposed Water Quality Basin Outflow=58.62 cfs 13.529 af Manual Hydrograph Inflow=62.47 cfs 11.745 afLink L1*: Offiste Flow from 283 Ellington Road Area= 63.130 ac 29.04% Imperv. Primary=62.47 cfs 11.745 af Inflow=59.04 cfs 13.644 afLink L2: Propsoed Flow to DP2* Primary=59.04 cfs 13.644 af Total Runoff Area = 4.003 ac Runoff Volume = 1.957 af Average Runoff Depth = 5.87" 55.10% Pervious = 2.206 ac 44.90% Impervious = 1.798 ac P1 P1 P2 P2 P3 P3 P4 Proposed Flow to DP1* P5 P5 P6 P6 P7 P7 PP1 Proposed Water Quality Basin L1* Offiste Flow from 283 Ellington Road L2 Propsoed Flow to DP2* Routing Diagram for 4303.H - HydroCAD Prepared by Design Professionals Inc., Printed 10/17/2022 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Conditions Type III 24-hr 2-YR Rainfall=3.09"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 8HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P1: P1 Runoff = 0.14 cfs @ 12.55 hrs, Volume= 0.021 af, Depth= 0.81" Routed to Link L2 : Propsoed Flow to DP2* Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-YR Rainfall=3.09" Area (sf) CN Description 2,957 74 >75% Grass cover, Good, HSG C 10,539 70 Woods, Good, HSG C 13,496 71 Weighted Average 13,496 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 31.5 100 0.0320 0.05 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.09" 3.7 11 0.0001 0.05 Shallow Concentrated Flow, Woods Shallow Flow Woodland Kv= 5.0 fps 35.2 111 Total Subcatchment P1: P1 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 2-YR Rainfall=3.09" Runoff Area=13,496 sf Runoff Volume=0.021 af Runoff Depth=0.81" Flow Length=111' Tc=35.2 min CN=71 0.14 cfs Proposed Conditions Type III 24-hr 2-YR Rainfall=3.09"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 9HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P2: P2 Runoff = 1.75 cfs @ 12.67 hrs, Volume= 0.273 af, Depth= 1.45" Routed to Pond PP1 : Proposed Water Quality Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-YR Rainfall=3.09" Area (sf) CN Description 43,960 74 >75% Grass cover, Good, HSG C * 37,272 98 IMPERVIOUS 17,078 70 Woods, Good, HSG C 98,310 82 Weighted Average 61,038 62.09% Pervious Area 37,272 37.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 42.3 82 0.0103 0.03 Sheet Flow, Woods Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.09" 1.1 13 0.2100 0.20 Sheet Flow, Grass Sheet Flow Grass: Dense n= 0.240 P2= 3.09" 0.2 6 0.0088 0.55 Sheet Flow, Driveway Sheet Flow Smooth surfaces n= 0.011 P2= 3.09" 0.6 90 0.0179 2.72 Shallow Concentrated Flow, Impervious Shallow Flow Paved Kv= 20.3 fps 1.0 208 0.0050 3.47 2.73 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.012 0.5 106 0.0050 3.47 2.73 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.012 0.1 23 0.0067 4.02 3.16 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.012 45.8 528 Total Proposed Conditions Type III 24-hr 2-YR Rainfall=3.09"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 10HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P2: P2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type III 24-hr 2-YR Rainfall=3.09" Runoff Area=98,310 sf Runoff Volume=0.273 af Runoff Depth=1.45" Flow Length=528' Tc=45.8 min CN=82 1.75 cfs Proposed Conditions Type III 24-hr 2-YR Rainfall=3.09"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 11HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P3: P3 Runoff = 1.29 cfs @ 12.12 hrs, Volume= 0.098 af, Depth= 1.59" Routed to Pond PP1 : Proposed Water Quality Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-YR Rainfall=3.09" Area (sf) CN Description 15,678 74 >75% Grass cover, Good, HSG C * 13,639 98 IMPERVIOUS 3,034 70 Woods, Good, HSG C 32,351 84 Weighted Average 18,712 57.84% Pervious Area 13,639 42.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P3: P3 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type III 24-hr 2-YR Rainfall=3.09" Runoff Area=32,351 sf Runoff Volume=0.098 af Runoff Depth=1.59" Tc=8.0 min CN=84 1.29 cfs Proposed Conditions Type III 24-hr 2-YR Rainfall=3.09"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 12HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P4: Proposed Flow to DP1* Runoff = 0.21 cfs @ 12.12 hrs, Volume= 0.016 af, Depth= 1.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-YR Rainfall=3.09" Area (sf) CN Description 2,112 74 >75% Grass cover, Good, HSG C * 2,416 98 IMPERVIOUS 548 70 Woods, Good, HSG C 5,076 85 Weighted Average 2,660 52.40% Pervious Area 2,416 47.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P4: Proposed Flow to DP1* Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 2-YR Rainfall=3.09" Runoff Area=5,076 sf Runoff Volume=0.016 af Runoff Depth=1.66" Tc=8.0 min CN=85 0.21 cfs Proposed Conditions Type III 24-hr 2-YR Rainfall=3.09"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 13HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P5: P5 Runoff = 1.72 cfs @ 12.08 hrs, Volume= 0.137 af, Depth= 2.86" Routed to Pond PP1 : Proposed Water Quality Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-YR Rainfall=3.09" Area (sf) CN Description * 24,978 98 IMPERVIOUS 24,978 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P5: P5 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Type III 24-hr 2-YR Rainfall=3.09" Runoff Area=24,978 sf Runoff Volume=0.137 af Runoff Depth=2.86" Tc=6.0 min CN=98 1.72 cfs Proposed Conditions Type III 24-hr 2-YR Rainfall=3.09"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 14HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P6: P6 Runoff = 0.00 cfs @ 12.15 hrs, Volume= 0.000 af, Depth= 0.97" Routed to Link L2 : Propsoed Flow to DP2* Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-YR Rainfall=3.09" Area (sf) CN Description 110 74 >75% Grass cover, Good, HSG C 110 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment P6: P6 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0 Type III 24-hr 2-YR Rainfall=3.09" Runoff Area=110 sf Runoff Volume=0.000 af Runoff Depth=0.97" Tc=10.0 min CN=74 0.00 cfs Proposed Conditions Type III 24-hr 2-YR Rainfall=3.09"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 15HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Subcatchment P7: P7 Runoff = 0.00 cfs @ 12.15 hrs, Volume= 0.000 af, Depth= 0.97" Routed to Link L2 : Propsoed Flow to DP2* Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type III 24-hr 2-YR Rainfall=3.09" Area (sf) CN Description 70 74 >75% Grass cover, Good, HSG C 70 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment P7: P7 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0 0 Type III 24-hr 2-YR Rainfall=3.09" Runoff Area=70 sf Runoff Volume=0.000 af Runoff Depth=0.97" Tc=10.0 min CN=74 0.00 cfs Proposed Conditions Type III 24-hr 2-YR Rainfall=3.09"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 16HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond PP1: Proposed Water Quality Basin Inflow Area = 66.703 ac, 30.10% Impervious, Inflow Depth = 0.13" for 2-YR event Inflow = 4.58 cfs @ 13.20 hrs, Volume= 0.747 af Outflow = 3.48 cfs @ 13.43 hrs, Volume= 0.747 af, Atten= 24%, Lag= 13.6 min Primary = 3.48 cfs @ 13.43 hrs, Volume= 0.747 af Routed to Link L2 : Propsoed Flow to DP2* Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 56.33' @ 13.43 hrs Surf.Area= 11,371 sf Storage= 8,909 cf Plug-Flow detention time= 94.9 min calculated for 0.747 af (100% of inflow) Center-of-Mass det. time= 94.4 min ( 919.4 - 825.0 ) Volume Invert Avail.Storage Storage Description #1 55.50' 82,711 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 55.50 10,195 0 0 56.00 10,891 5,272 5,272 57.00 12,359 11,625 16,897 58.00 13,916 13,138 30,034 59.00 16,399 15,158 45,192 60.00 18,747 17,573 62,765 61.00 21,145 19,946 82,711 Device Routing Invert Outlet Devices #1 Primary 55.41'36.0" Round Culvert L= 22.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 55.41' / 55.30' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 7.07 sf #2 Device 1 55.50'36.0" Round Culvert L= 14.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 55.50' / 55.41' S= 0.0064 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 7.07 sf Primary OutFlow Max=3.48 cfs @ 13.43 hrs HW=56.33' (Free Discharge) 1=Culvert (Passes 3.48 cfs of 4.19 cfs potential flow) 2=Culvert (Barrel Controls 3.48 cfs @ 3.30 fps) Proposed Conditions Type III 24-hr 2-YR Rainfall=3.09"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 17HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Pond PP1: Proposed Water Quality Basin Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Inflow Area=66.703 ac Peak Elev=56.33' Storage=8,909 cf 4.58 cfs 3.48 cfs Proposed Conditions Type III 24-hr 2-YR Rainfall=3.09"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 18HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link L1*: Offiste Flow from 283 Ellington Road Inflow Area = 63.130 ac, 29.04% Impervious, Inflow Depth = 0.05" for 2-YR event Inflow = 3.44 cfs @ 13.20 hrs, Volume= 0.240 af Primary = 3.44 cfs @ 13.20 hrs, Volume= 0.240 af, Atten= 0%, Lag= 0.0 min Routed to Pond PP1 : Proposed Water Quality Basin Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs 2-YR 59 Point manual hydrograph, To= 0.00 hrs, dt= 0.60 hrs, Area= 63.130 ac, 29.04% Imp., cfs = 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.44 1.23 0.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Link L1*: Offiste Flow from 283 Ellington Road Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=63.130 ac Manual Hydrograph Area= 63.130 ac 29.04% Imperv. 3.44 cfs 3.44 cfs Proposed Conditions Type III 24-hr 2-YR Rainfall=3.09"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 19HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Link L2: Propsoed Flow to DP2* Inflow Area = 67.017 ac, 29.96% Impervious, Inflow Depth > 0.14" for 2-YR event Inflow = 3.52 cfs @ 13.42 hrs, Volume= 0.768 af Primary = 3.52 cfs @ 13.42 hrs, Volume= 0.768 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link L2: Propsoed Flow to DP2* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=67.017 ac 3.52 cfs 3.52 cfs P1 P1 P2 P2 P3 P3 P4 Proposed Flow to DP1* P5 P5 P6 P6 P7 P7 PP1 Proposed Water Quality Basin L1* Offiste Flow from 283 Ellington Road L2 Propsoed Flow to DP2* Routing Diagram for 4303.H - HydroCAD Prepared by Design Professionals Inc., Printed 10/17/2022 HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Conditions Type III 24-hr 10-YR Rainfall=4.90"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 21HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10-YR Rainfall=4.90" Runoff Area=13,496 sf Runoff Volume=0.053 af Runoff Depth=2.04" Flow Length=111' Tc=35.2 min CN=71 0.38 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type III 24-hr 10-YR Rainfall=4.90" Runoff Area=98,310 sf Runoff Volume=0.562 af Runoff Depth=2.99" Flow Length=528' Tc=45.8 min CN=82 3.62 cfs Proposed Conditions Type III 24-hr 10-YR Rainfall=4.90"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 22HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: P3 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Type III 24-hr 10-YR Rainfall=4.90" Runoff Area=32,351 sf Runoff Volume=0.197 af Runoff Depth=3.18" Tc=8.0 min CN=84 2.57 cfs Subcatchment P4: Proposed Flow to DP1* Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10-YR Rainfall=4.90" Runoff Area=5,076 sf Runoff Volume=0.032 af Runoff Depth=3.28" Tc=8.0 min CN=85 0.41 cfs Proposed Conditions Type III 24-hr 10-YR Rainfall=4.90"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 23HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5: P5 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type III 24-hr 10-YR Rainfall=4.90" Runoff Area=24,978 sf Runoff Volume=0.223 af Runoff Depth=4.66" Tc=6.0 min CN=98 2.75 cfs Subcatchment P6: P6 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.007 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 10-YR Rainfall=4.90" Runoff Area=110 sf Runoff Volume=0.000 af Runoff Depth=2.28" Tc=10.0 min CN=74 0.01 cfs Proposed Conditions Type III 24-hr 10-YR Rainfall=4.90"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 24HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P7: P7 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.004 0.004 0.004 0.003 0.003 0.003 0.003 0.003 0.002 0.002 0.002 0.002 0.002 0.001 0.001 0.001 0.001 0.001 0.000 0.000 0 Type III 24-hr 10-YR Rainfall=4.90" Runoff Area=70 sf Runoff Volume=0.000 af Runoff Depth=2.28" Tc=10.0 min CN=74 0.00 cfs Pond PP1: Proposed Water Quality Basin Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=66.703 ac Peak Elev=57.81' Storage=27,455 cf 25.82 cfs 22.03 cfs Proposed Conditions Type III 24-hr 10-YR Rainfall=4.90"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 25HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link L1*: Offiste Flow from 283 Ellington Road Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=63.130 ac Manual Hydrograph Area= 63.130 ac 29.04% Imperv. 21.38 cfs 21.38 cfs Link L2: Propsoed Flow to DP2* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (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=67.017 ac 22.23 cfs 22.23 cfs Proposed Conditions Type III 24-hr 25-YR Rainfall=6.03"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 26HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-YR Rainfall=6.03" Runoff Area=13,496 sf Runoff Volume=0.075 af Runoff Depth=2.92" Flow Length=111' Tc=35.2 min CN=71 0.55 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Type III 24-hr 25-YR Rainfall=6.03" Runoff Area=98,310 sf Runoff Volume=0.755 af Runoff Depth=4.01" Flow Length=528' Tc=45.8 min CN=82 4.85 cfs Proposed Conditions Type III 24-hr 25-YR Rainfall=6.03"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 27HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: P3 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type III 24-hr 25-YR Rainfall=6.03" Runoff Area=32,351 sf Runoff Volume=0.261 af Runoff Depth=4.22" Tc=8.0 min CN=84 3.38 cfs Subcatchment P4: Proposed Flow to DP1* Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-YR Rainfall=6.03" Runoff Area=5,076 sf Runoff Volume=0.042 af Runoff Depth=4.33" Tc=8.0 min CN=85 0.54 cfs Proposed Conditions Type III 24-hr 25-YR Rainfall=6.03"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 28HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5: P5 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type III 24-hr 25-YR Rainfall=6.03" Runoff Area=24,978 sf Runoff Volume=0.277 af Runoff Depth=5.79" Tc=6.0 min CN=98 3.39 cfs Subcatchment P6: P6 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.009 0.009 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 25-YR Rainfall=6.03" Runoff Area=110 sf Runoff Volume=0.001 af Runoff Depth=3.21" Tc=10.0 min CN=74 0.01 cfs Proposed Conditions Type III 24-hr 25-YR Rainfall=6.03"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 29HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P7: P7 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)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 25-YR Rainfall=6.03" Runoff Area=70 sf Runoff Volume=0.000 af Runoff Depth=3.21" Tc=10.0 min CN=74 0.01 cfs Pond PP1: Proposed Water Quality Basin Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=66.703 ac Peak Elev=58.60' Storage=38,818 cf 40.99 cfs 34.90 cfs Proposed Conditions Type III 24-hr 25-YR Rainfall=6.03"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 30HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link L1*: Offiste Flow from 283 Ellington Road Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=63.130 ac Manual Hydrograph Area= 63.130 ac 29.04% Imperv. 35.12 cfs 35.12 cfs Link L2: Propsoed Flow to DP2* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=67.017 ac 35.19 cfs 35.19 cfs Proposed Conditions Type III 24-hr 50-YR Rainfall=6.85"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 31HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 50-YR Rainfall=6.85" Runoff Area=13,496 sf Runoff Volume=0.093 af Runoff Depth=3.60" Flow Length=111' Tc=35.2 min CN=71 0.69 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Type III 24-hr 50-YR Rainfall=6.85" Runoff Area=98,310 sf Runoff Volume=0.898 af Runoff Depth=4.78" Flow Length=528' Tc=45.8 min CN=82 5.74 cfs Proposed Conditions Type III 24-hr 50-YR Rainfall=6.85"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 32HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: P3 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type III 24-hr 50-YR Rainfall=6.85" Runoff Area=32,351 sf Runoff Volume=0.309 af Runoff Depth=5.00" Tc=8.0 min CN=84 3.97 cfs Subcatchment P4: Proposed Flow to DP1* Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 50-YR Rainfall=6.85" Runoff Area=5,076 sf Runoff Volume=0.050 af Runoff Depth=5.11" Tc=8.0 min CN=85 0.63 cfs Proposed Conditions Type III 24-hr 50-YR Rainfall=6.85"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 33HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5: P5 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type III 24-hr 50-YR Rainfall=6.85" Runoff Area=24,978 sf Runoff Volume=0.316 af Runoff Depth=6.61" Tc=6.0 min CN=98 3.85 cfs Subcatchment P6: P6 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)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 50-YR Rainfall=6.85" Runoff Area=110 sf Runoff Volume=0.001 af Runoff Depth=3.91" Tc=10.0 min CN=74 0.01 cfs Proposed Conditions Type III 24-hr 50-YR Rainfall=6.85"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 34HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P7: P7 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.007 0.007 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 50-YR Rainfall=6.85" Runoff Area=70 sf Runoff Volume=0.001 af Runoff Depth=3.91" Tc=10.0 min CN=74 0.01 cfs Pond PP1: Proposed Water Quality Basin Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=66.703 ac Peak Elev=59.33' Storage=50,693 cf 54.94 cfs 45.40 cfs Proposed Conditions Type III 24-hr 50-YR Rainfall=6.85"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 35HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link L1*: Offiste Flow from 283 Ellington Road Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)50 45 40 35 30 25 20 15 10 5 0 Inflow Area=63.130 ac Manual Hydrograph Area= 63.130 ac 29.04% Imperv. 48.02 cfs 48.02 cfs Link L2: Propsoed Flow to DP2* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)50 45 40 35 30 25 20 15 10 5 0 Inflow Area=67.017 ac 45.74 cfs 45.74 cfs Proposed Conditions Type III 24-hr 100-YR Rainfall=7.77"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 36HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P1: P1 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100-YR Rainfall=7.77" Runoff Area=13,496 sf Runoff Volume=0.113 af Runoff Depth=4.38" Flow Length=111' Tc=35.2 min CN=71 0.84 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 Type III 24-hr 100-YR Rainfall=7.77" Runoff Area=98,310 sf Runoff Volume=1.061 af Runoff Depth=5.64" Flow Length=528' Tc=45.8 min CN=82 6.74 cfs Proposed Conditions Type III 24-hr 100-YR Rainfall=7.77"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 37HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P3: P3 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Type III 24-hr 100-YR Rainfall=7.77" Runoff Area=32,351 sf Runoff Volume=0.364 af Runoff Depth=5.87" Tc=8.0 min CN=84 4.64 cfs Subcatchment P4: Proposed Flow to DP1* Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (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 100-YR Rainfall=7.77" Runoff Area=5,076 sf Runoff Volume=0.058 af Runoff Depth=5.99" Tc=8.0 min CN=85 0.74 cfs Proposed Conditions Type III 24-hr 100-YR Rainfall=7.77"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 38HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P5: P5 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type III 24-hr 100-YR Rainfall=7.77" Runoff Area=24,978 sf Runoff Volume=0.360 af Runoff Depth=7.53" Tc=6.0 min CN=98 4.37 cfs Subcatchment P6: P6 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Type III 24-hr 100-YR Rainfall=7.77" Runoff Area=110 sf Runoff Volume=0.001 af Runoff Depth=4.72" Tc=10.0 min CN=74 0.01 cfs Proposed Conditions Type III 24-hr 100-YR Rainfall=7.77"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 39HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Subcatchment P7: P7 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.009 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 100-YR Rainfall=7.77" Runoff Area=70 sf Runoff Volume=0.001 af Runoff Depth=4.72" Tc=10.0 min CN=74 0.01 cfs Pond PP1: Proposed Water Quality Basin Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=66.703 ac Peak Elev=60.12' Storage=65,035 cf 70.58 cfs 58.62 cfs Proposed Conditions Type III 24-hr 100-YR Rainfall=7.77"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 40HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Link L1*: Offiste Flow from 283 Ellington Road Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=63.130 ac Manual Hydrograph Area= 63.130 ac 29.04% Imperv. 62.47 cfs 62.47 cfs Link L2: Propsoed Flow to DP2* Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=67.017 ac 59.04 cfs 59.04 cfs Proposed Conditions Type III 24-hr 100-YR Rainfall=7.77"4303.H - HydroCAD Printed 10/17/2022Prepared by Design Professionals Inc. Page 41HydroCAD® 10.10-7c s/n 09320 © 2022 HydroCAD Software Solutions LLC Summary for Pond PP1: Proposed Water Quality Basin Inflow Area = 66.703 ac, 30.10% Impervious, Inflow Depth = 2.43" for 100-YR event Inflow = 70.58 cfs @ 12.60 hrs, Volume= 13.530 af Outflow = 58.62 cfs @ 12.95 hrs, Volume= 13.529 af, Atten= 17%, Lag= 20.8 min Primary = 58.62 cfs @ 12.95 hrs, Volume= 13.529 af Routed to Link L2 : Propsoed Flow to DP2* Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 60.12' @ 12.95 hrs Surf.Area= 19,035 sf Storage= 65,035 cf Plug-Flow detention time= 24.7 min calculated for 13.527 af (100% of inflow) Center-of-Mass det. time= 24.9 min ( 862.8 - 837.9 ) Volume Invert Avail.Storage Storage Description #1 55.50' 82,711 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 55.50 10,195 0 0 56.00 10,891 5,272 5,272 57.00 12,359 11,625 16,897 58.00 13,916 13,138 30,034 59.00 16,399 15,158 45,192 60.00 18,747 17,573 62,765 61.00 21,145 19,946 82,711 Device Routing Invert Outlet Devices #1 Primary 55.41'36.0" Round Culvert L= 22.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 55.41' / 55.30' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 7.07 sf #2 Device 1 55.50'36.0" Round Culvert L= 14.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 55.50' / 55.41' S= 0.0064 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 7.07 sf Primary OutFlow Max=58.62 cfs @ 12.95 hrs HW=60.12' (Free Discharge) 1=Culvert (Passes 58.62 cfs of 59.40 cfs potential flow) 2=Culvert (Barrel Controls 58.62 cfs @ 8.29 fps) APPENDIX C NRCS Soil Map & Data United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for State of Connecticut 249 Ellington Road Natural Resources Conservation Service October 13, 2022 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 Soil Map..................................................................................................................5 Soil Map................................................................................................................6 Legend..................................................................................................................7 Map Unit Legend..................................................................................................8 Map Unit Descriptions..........................................................................................8 State of Connecticut........................................................................................10 13—Walpole sandy loam, 0 to 3 percent slopes.........................................10 701A—Ninigret fine sandy loam, 0 to 3 percent slopes...............................11 References............................................................................................................14 4 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 5 6 Custom Soil Resource Report Soil Map 463075046307804630810463084046308704630900463093046309604630780463081046308404630870463090046309304630960698410 698440 698470 698500 698530 698560 698590 698620 698650 698680 698710 698740 698410 698440 698470 698500 698530 698560 698590 698620 698650 698680 698710 698740 41° 48' 20'' N 72° 36' 42'' W41° 48' 20'' N72° 36' 26'' W41° 48' 13'' N 72° 36' 42'' W41° 48' 13'' N 72° 36' 26'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 50 100 200 300 Feet 0 20 40 80 120 Meters Map Scale: 1:1,600 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 22, Sep 12, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 15, 2019—Aug 29, 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 7 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 13 Walpole sandy loam, 0 to 3 percent slopes 0.0 0.5% 701A Ninigret fine sandy loam, 0 to 3 percent slopes 7.1 99.5% Totals for Area of Interest 7.2 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate 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, Custom Soil Resource Report 8 onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 9 State of Connecticut 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:Depressions, outwash plains, outwash terraces, depressions, deltas 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 supply, 0 to 60 inches: Moderate (about 6.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4w Hydrologic Soil Group: B/D Ecological site: F144AY028MA - Wet Outwash Hydric soil rating: Yes Custom Soil Resource Report 10 Minor Components Sudbury Percent of map unit:10 percent Landform:Outwash plains, deltas, 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 plains, deltas, outwash terraces Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread, dip Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes 701A—Ninigret fine sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2y07d Elevation: 0 to 1,260 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Ninigret and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ninigret Setting Landform:Kame terraces, outwash plains, moraines, kames, outwash terraces Landform position (two-dimensional):Footslope, toeslope Landform position (three-dimensional):Base slope, tread Down-slope shape:Convex, linear Across-slope shape:Convex, concave Parent material:Coarse-loamy eolian deposits over sandy and gravelly glaciofluvial deposits derived from gneiss, granite, schist, and/or phyllite Typical profile Ap - 0 to 8 inches: fine sandy loam Bw1 - 8 to 16 inches: fine sandy loam Bw2 - 16 to 26 inches: fine sandy loam Custom Soil Resource Report 11 2C - 26 to 65 inches: stratified loamy sand to loamy fine sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:18 to 38 inches to strongly contrasting textural stratification Drainage class:Moderately well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.14 to 14.17 in/hr) Depth to water table:About 17 to 39 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 3.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C Ecological site: F144AY026CT - Moist Silty Outwash Hydric soil rating: No Minor Components Merrimac Percent of map unit:5 percent Landform:Outwash plains, outwash terraces, eskers, kames, moraines Landform position (two-dimensional):Summit, shoulder Landform position (three-dimensional):Side slope, crest, tread Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Agawam Percent of map unit:5 percent Landform:Kame terraces, outwash plains, outwash terraces, moraines, kames Landform position (two-dimensional):Summit, shoulder Landform position (three-dimensional):Side slope, crest, tread Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Tisbury Percent of map unit:3 percent Landform:Outwash terraces, valley trains, deltas, outwash plains Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: No Raypol Percent of map unit:2 percent Landform:Drainageways, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Custom Soil Resource Report 12 Custom Soil Resource Report 13 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 14 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 15 APPENDIX D NOAA Rainfall Data NOAA Atlas 14, Volume 10, Version 3 Location name: South Windsor, Connecticut, USA* Latitude: 41.8048°, Longitude: -72.609° Elevation: 64.58 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sandra Pavlovic, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Orlan Wilhite NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 0.335 (0.262‑0.428) 0.406 (0.317‑0.520) 0.523 (0.407‑0.671) 0.619 (0.480‑0.800) 0.753 (0.564‑1.02) 0.854 (0.626‑1.18) 0.959 (0.683‑1.38) 1.08 (0.727‑1.59) 1.25 (0.809‑1.91) 1.39 (0.877‑2.16) 10-min 0.475 (0.371‑0.606) 0.576 (0.449‑0.737) 0.741 (0.577‑0.951) 0.878 (0.679‑1.13) 1.07 (0.799‑1.44) 1.21 (0.886‑1.67) 1.36 (0.967‑1.95) 1.53 (1.03‑2.25) 1.77 (1.15‑2.70) 1.96 (1.24‑3.06) 15-min 0.558 (0.436‑0.714) 0.677 (0.529‑0.867) 0.871 (0.678‑1.12) 1.03 (0.799‑1.33) 1.25 (0.940‑1.70) 1.42 (1.04‑1.97) 1.60 (1.14‑2.30) 1.80 (1.21‑2.64) 2.08 (1.35‑3.17) 2.31 (1.46‑3.60) 30-min 0.748 (0.585‑0.956) 0.910 (0.710‑1.16) 1.18 (0.914‑1.51) 1.40 (1.08‑1.80) 1.70 (1.27‑2.30) 1.92 (1.41‑2.66) 2.16 (1.54‑3.11) 2.43 (1.64‑3.58) 2.81 (1.82‑4.30) 3.13 (1.98‑4.88) 60-min 0.938 (0.733‑1.20) 1.14 (0.892‑1.46) 1.48 (1.15‑1.90) 1.76 (1.36‑2.27) 2.14 (1.60‑2.89) 2.43 (1.78‑3.36) 2.73 (1.94‑3.92) 3.07 (2.07‑4.51) 3.55 (2.30‑5.42) 3.95 (2.50‑6.15) 2-hr 1.22 (0.956‑1.55) 1.47 (1.16‑1.87) 1.89 (1.48‑2.42) 2.24 (1.74‑2.88) 2.72 (2.05‑3.67) 3.08 (2.28‑4.25) 3.46 (2.49‑4.98) 3.91 (2.64‑5.72) 4.58 (2.98‑6.95) 5.14 (3.27‑7.97) 3-hr 1.40 (1.11‑1.78) 1.70 (1.34‑2.15) 2.18 (1.71‑2.77) 2.58 (2.01‑3.30) 3.13 (2.37‑4.20) 3.53 (2.62‑4.87) 3.97 (2.87‑5.71) 4.50 (3.05‑6.57) 5.30 (3.45‑8.02) 5.99 (3.81‑9.24) 6-hr 1.75 (1.39‑2.21) 2.13 (1.69‑2.68) 2.74 (2.17‑3.46) 3.25 (2.55‑4.13) 3.95 (3.01‑5.29) 4.47 (3.34‑6.13) 5.03 (3.66‑7.21) 5.72 (3.89‑8.29) 6.79 (4.43‑10.2) 7.71 (4.92‑11.8) 12-hr 2.13 (1.70‑2.66) 2.61 (2.08‑3.27) 3.40 (2.70‑4.27) 4.05 (3.20‑5.12) 4.95 (3.79‑6.59) 5.61 (4.21‑7.66) 6.33 (4.64‑9.04) 7.22 (4.93‑10.4) 8.62 (5.65‑12.9) 9.82 (6.29‑15.0) 24-hr 2.48 (1.99‑3.09) 3.09 (2.48‑3.84) 4.08 (3.26‑5.09) 4.90 (3.89‑6.15) 6.03 (4.65‑8.00) 6.85 (5.19‑9.34) 7.77 (5.75‑11.1) 8.94 (6.11‑12.8) 10.8 (7.09‑16.0) 12.4 (7.97‑18.8) 2-day 2.80 (2.27‑3.46) 3.54 (2.86‑4.38) 4.75 (3.82‑5.89) 5.75 (4.59‑7.17) 7.12 (5.54‑9.43) 8.12 (6.20‑11.1) 9.24 (6.92‑13.2) 10.7 (7.37‑15.3) 13.2 (8.69‑19.5) 15.4 (9.90‑23.1) 3-day 3.05 (2.48‑3.76) 3.86 (3.13‑4.76) 5.19 (4.18‑6.41) 6.29 (5.04‑7.82) 7.80 (6.08‑10.3) 8.89 (6.82‑12.1) 10.1 (7.62‑14.5) 11.8 (8.11‑16.7) 14.5 (9.60‑21.4) 17.0 (11.0‑25.5) 4-day 3.27 (2.66‑4.02) 4.13 (3.36‑5.08) 5.54 (4.48‑6.84) 6.71 (5.40‑8.33) 8.32 (6.51‑11.0) 9.49 (7.29‑12.9) 10.8 (8.14‑15.4) 12.6 (8.66‑17.8) 15.5 (10.3‑22.7) 18.1 (11.7‑27.1) 7-day 3.87 (3.16‑4.72) 4.83 (3.94‑5.91) 6.41 (5.21‑7.87) 7.72 (6.24‑9.53) 9.52 (7.47‑12.5) 10.8 (8.35‑14.6) 12.3 (9.27‑17.4) 14.2 (9.85‑20.0) 17.4 (11.6‑25.4) 20.3 (13.1‑30.1) 10-day 4.48 (3.67‑5.45) 5.50 (4.50‑6.70) 7.16 (5.84‑8.76) 8.54 (6.92‑10.5) 10.4 (8.21‑13.6) 11.8 (9.12‑15.8) 13.4 (10.1‑18.7) 15.4 (10.7‑21.6) 18.6 (12.4‑27.0) 21.5 (13.9‑31.8) 20-day 6.44 (5.31‑7.79) 7.52 (6.19‑9.11) 9.28 (7.61‑11.3) 10.7 (8.75‑13.1) 12.8 (10.0‑16.3) 14.2 (11.0‑18.7) 15.8 (11.8‑21.7) 17.8 (12.4‑24.7) 20.8 (13.9‑29.9) 23.3 (15.2‑34.3) 30-day 8.14 (6.73‑9.81) 9.24 (7.64‑11.1) 11.0 (9.09‑13.4) 12.5 (10.3‑15.3) 14.6 (11.5‑18.5) 16.1 (12.4‑21.0) 17.8 (13.2‑24.0) 19.6 (13.7‑27.1) 22.3 (14.9‑31.9) 24.5 (16.0‑35.8) 45-day 10.3 (8.53‑12.3) 11.4 (9.47‑13.7) 13.3 (11.0‑16.0) 14.8 (12.2‑18.0) 16.9 (13.4‑21.3) 18.6 (14.3‑23.9) 20.2 (15.0‑26.9) 21.9 (15.4‑30.1) 24.2 (16.3‑34.5) 26.0 (17.0‑37.9) 60-day 12.1 (10.1‑14.5) 13.3 (11.0‑15.9) 15.2 (12.6‑18.3) 16.8 (13.8‑20.3) 19.0 (15.0‑23.8) 20.7 (15.9‑26.4) 22.4 (16.5‑29.4) 24.0 (16.9‑32.8) 26.0 (17.5‑36.9) 27.4 (17.9‑39.8) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical NOAA Atlas 14, Volume 10, Version 3 Location name: South Windsor, Connecticut, USA* Latitude: 41.8048°, Longitude: -72.609° Elevation: 64.58 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sandra Pavlovic, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Orlan Wilhite NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1 Duration Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 5-min 4.02 (3.14‑5.14) 4.87 (3.80‑6.24) 6.28 (4.88‑8.05) 7.43 (5.76‑9.60) 9.04 (6.77‑12.2) 10.2 (7.51‑14.2) 11.5 (8.20‑16.5) 12.9 (8.72‑19.0) 15.0 (9.71‑22.9) 16.6 (10.5‑25.9) 10-min 2.85 (2.23‑3.64) 3.46 (2.69‑4.42) 4.45 (3.46‑5.71) 5.27 (4.07‑6.80) 6.40 (4.79‑8.66) 7.25 (5.32‑10.0) 8.15 (5.80‑11.7) 9.16 (6.17‑13.5) 10.6 (6.87‑16.2) 11.8 (7.46‑18.4) 15-min 2.23 (1.74‑2.86) 2.71 (2.12‑3.47) 3.48 (2.71‑4.47) 4.13 (3.20‑5.34) 5.02 (3.76‑6.79) 5.69 (4.17‑7.87) 6.39 (4.55‑9.19) 7.18 (4.84‑10.6) 8.31 (5.39‑12.7) 9.24 (5.85‑14.4) 30-min 1.50 (1.17‑1.91) 1.82 (1.42‑2.33) 2.35 (1.83‑3.02) 2.79 (2.16‑3.60) 3.39 (2.54‑4.59) 3.85 (2.82‑5.32) 4.32 (3.08‑6.22) 4.86 (3.27‑7.15) 5.63 (3.65‑8.59) 6.26 (3.96‑9.75) 60-min 0.938 (0.733‑1.20) 1.14 (0.892‑1.46) 1.48 (1.15‑1.90) 1.76 (1.36‑2.27) 2.14 (1.60‑2.89) 2.43 (1.78‑3.36) 2.73 (1.94‑3.92) 3.07 (2.07‑4.51) 3.55 (2.30‑5.42) 3.95 (2.50‑6.15) 2-hr 0.608 (0.478‑0.772) 0.736 (0.578‑0.936) 0.946 (0.741‑1.21) 1.12 (0.872‑1.44) 1.36 (1.03‑1.83) 1.54 (1.14‑2.12) 1.73 (1.24‑2.49) 1.96 (1.32‑2.86) 2.29 (1.49‑3.48) 2.57 (1.63‑3.98) 3-hr 0.467 (0.368‑0.591) 0.565 (0.445‑0.716) 0.725 (0.569‑0.922) 0.858 (0.670‑1.10) 1.04 (0.788‑1.40) 1.18 (0.873‑1.62) 1.32 (0.957‑1.90) 1.50 (1.01‑2.19) 1.77 (1.15‑2.67) 1.99 (1.27‑3.08) 6-hr 0.293 (0.232‑0.368) 0.355 (0.282‑0.448) 0.458 (0.362‑0.578) 0.543 (0.426‑0.690) 0.659 (0.502‑0.883) 0.746 (0.557‑1.02) 0.840 (0.612‑1.21) 0.955 (0.649‑1.39) 1.13 (0.740‑1.70) 1.29 (0.821‑1.97) 12-hr 0.177 (0.141‑0.221) 0.217 (0.173‑0.271) 0.282 (0.224‑0.354) 0.336 (0.265‑0.425) 0.410 (0.314‑0.547) 0.465 (0.350‑0.635) 0.525 (0.385‑0.750) 0.600 (0.409‑0.864) 0.715 (0.469‑1.07) 0.815 (0.522‑1.24) 24-hr 0.103 (0.083‑0.129) 0.129 (0.103‑0.160) 0.170 (0.136‑0.212) 0.204 (0.162‑0.256) 0.251 (0.194‑0.333) 0.286 (0.216‑0.389) 0.324 (0.239‑0.462) 0.372 (0.255‑0.533) 0.449 (0.295‑0.667) 0.517 (0.332‑0.782) 2-day 0.058 (0.047‑0.072) 0.074 (0.060‑0.091) 0.099 (0.079‑0.123) 0.120 (0.096‑0.149) 0.148 (0.115‑0.196) 0.169 (0.129‑0.230) 0.193 (0.144‑0.276) 0.224 (0.153‑0.319) 0.275 (0.181‑0.405) 0.320 (0.206‑0.481) 3-day 0.042 (0.034‑0.052) 0.054 (0.043‑0.066) 0.072 (0.058‑0.089) 0.087 (0.070‑0.109) 0.108 (0.085‑0.143) 0.124 (0.095‑0.168) 0.141 (0.106‑0.201) 0.164 (0.113‑0.232) 0.202 (0.133‑0.297) 0.236 (0.152‑0.354) 4-day 0.034 (0.028‑0.042) 0.043 (0.035‑0.053) 0.058 (0.047‑0.071) 0.070 (0.056‑0.087) 0.087 (0.068‑0.114) 0.099 (0.076‑0.134) 0.113 (0.085‑0.160) 0.131 (0.090‑0.185) 0.162 (0.107‑0.237) 0.189 (0.122‑0.282) 7-day 0.023 (0.019‑0.028) 0.029 (0.023‑0.035) 0.038 (0.031‑0.047) 0.046 (0.037‑0.057) 0.057 (0.044‑0.074) 0.064 (0.050‑0.087) 0.073 (0.055‑0.103) 0.085 (0.059‑0.119) 0.104 (0.069‑0.151) 0.121 (0.078‑0.179) 10-day 0.019 (0.015‑0.023) 0.023 (0.019‑0.028) 0.030 (0.024‑0.036) 0.036 (0.029‑0.044) 0.044 (0.034‑0.057) 0.049 (0.038‑0.066) 0.056 (0.042‑0.078) 0.064 (0.044‑0.090) 0.078 (0.052‑0.113) 0.090 (0.058‑0.132) 20-day 0.013 (0.011‑0.016) 0.016 (0.013‑0.019) 0.019 (0.016‑0.023) 0.022 (0.018‑0.027) 0.027 (0.021‑0.034) 0.030 (0.023‑0.039) 0.033 (0.025‑0.045) 0.037 (0.026‑0.052) 0.043 (0.029‑0.062) 0.049 (0.032‑0.071) 30-day 0.011 (0.009‑0.014) 0.013 (0.011‑0.015) 0.015 (0.013‑0.019) 0.017 (0.014‑0.021) 0.020 (0.016‑0.026) 0.022 (0.017‑0.029) 0.025 (0.018‑0.033) 0.027 (0.019‑0.038) 0.031 (0.021‑0.044) 0.034 (0.022‑0.050) 45-day 0.010 (0.008‑0.011) 0.011 (0.009‑0.013) 0.012 (0.010‑0.015) 0.014 (0.011‑0.017) 0.016 (0.012‑0.020) 0.017 (0.013‑0.022) 0.019 (0.014‑0.025) 0.020 (0.014‑0.028) 0.022 (0.015‑0.032) 0.024 (0.016‑0.035) 60-day 0.008 (0.007‑0.010) 0.009 (0.008‑0.011) 0.011 (0.009‑0.013) 0.012 (0.010‑0.014) 0.013 (0.010‑0.017) 0.014 (0.011‑0.018) 0.016 (0.011‑0.020) 0.017 (0.012‑0.023) 0.018 (0.012‑0.026) 0.019 (0.012‑0.028) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical APPENDIX E Storm Sewer Analysis Results Stormwater HGL/EGL Analysis Line # Struct. ID D (ft) Q (cu. ft/sec) L (ft) V (ft/s) d (ft).1 dc (ft) v^2/2g (ft) EGLo (ft) HGLo (ft) Sf EGLi (ft) HGLi (ft) Ea (ft) EGLa (ft) U/S TOC (ft) Surface Elev. (ft) Freeboard (ft) Step4* Step7* Step14* 1 CB-1 2.5 22.85 92.35 4.65 2.50 n/a 0.34 58.95 58.61 0.003 59.19 58.86 3.27 59.35 58.58 60.90 1.55 Case B N/A Case A 2 CB-2 3 24.35 23.78 7.14 1.46 1.59 0.79 58.81 58.52 0.000 58.81 58.02 3.19 58.81 57.33 60.00 1.19 N/A Case E N/A 3 CB-3 1 1.33 105.42 1.69 1.00 n/a 0.04 58.83 58.79 0.001 58.96 58.91 2.14 59.00 57.96 60.00 1.00 Case B N/A Case A 4 CB-4 1 0.35 207.71 0.44 1.00 n/a 0.00 59.00 59.00 0.000 59.02 59.02 1.02 59.02 ---60.40 1.38 Case B N/A Case A 5 CB-5 1.25 0.40 184.60 0.33 1.25 n/a 0.00 60.07 60.07 0.000 60.08 60.08 2.08 60.08 ---60.70 0.62 Case B N/A Case A 6 CB-6 2.5 22.30 167.82 4.54 2.50 n/a 0.32 59.48 59.16 0.003 59.98 59.66 3.15 60.07 58.33 60.80 0.73 Case B N/A Case A 7 DMH-1 (36" PLASTIC)1 0.90 28.18 1.14 1.00 n/a 0.02 60.08 60.06 0.001 60.10 60.08 2.28 60.11 58.50 61.60 1.49 Case B N/A Case A 8 DMH-2 (36" PLASTIC)1 1.79 45.79 2.28 0.44 0.57 0.08 59.04 58.95 0.002 59.13 59.05 0.96 59.18 59.22 62.30 3.12 Case B N/A Case B 9 FE-1 57.73 57.73 58.50 59.06 10 RL-2 0.67 0.92 9.96 8.81 0.23 0.45 1.21 60.25 60.14 0.005 61.53 60.33 1.43 61.53 ---61.66 0.13 Case B N/A Case D 11 RL-3 0.67 0.92 9.93 5.31 0.33 0.45 0.44 60.57 60.45 0.000 60.87 60.43 0.77 60.87 ---61.25 0.38 N/A Case F N/A 12 RL-4 0.67 0.92 9.93 11.98 0.18 0.45 2.23 59.22 59.11 0.005 62.51 60.28 2.41 62.51 ---61.66 -0.85 Case B N/A Case D 13 Structure - (32)1 0.92 124.43 4.49 0.31 0.40 0.31 59.19 59.17 0.000 60.52 60.21 0.62 60.52 60.57 61.60 1.08 N/A Case F N/A 14 WYE-2 1 0.92 124.95 1.17 0.32 0.40 0.02 60.12 60.10 0.001 60.19 60.17 0.91 60.21 59.97 61.60 1.39 Case B N/A Case B 15 YD-1 1 0.43 69.46 0.55 1.00 n/a 0.00 59.35 59.35 0.000 59.36 59.36 2.77 59.36 ---62.00 2.64 Case B N/A Case A 16 YD-2 1 0.10 47.63 0.13 1.00 n/a 0.00 60.07 60.07 0.000 60.07 60.07 2.76 60.07 ---61.00 0.93 Case B N/A Case A *URBAN DRAINAGE DESIGN MANUAL - Hydraulic Engineering Circular No.22 Third Edition 10/17/2022 Stormwater Pipe Analysis Line #Pipe From To Pipe Dia. (ft) 2D Length (ft) Invert Elev. U/S (ft) Invert Elev. D/S (ft)Slope Drainage Area Inc (sq. ft) Drainage Area Total (sq. ft) Runoff Coeff "C" Area X "C" Inc (sq. ft) Area X "C" Total (sq. ft) TOC Inlet (min) TOC System (min) Rain "I" (inch/hr) Runoff "Q" (cu. ft/sec) Known Q (cu. ft/sec) Total Q (cu. ft/sec) Full Q (cu. ft/sec) Velo. Full (ft/s) Velo. Design (ft/s) Sec Time (min) 1 CB2-FE1 CB-2 FE-1 3 24 55.62 55.5 0.5%5,799 117,125 0.71 4,135 64,431 7.0 42.0 2.00 2.99 0.00 24.35 51.14 7.235 7.141 0.06 2 CB3-CB2 CB-3 CB-2 1 105 56.86 56.33 0.5%16,002 45,972 0.62 9,953 28,370 8.0 41.5 2.02 1.33 0.00 1.33 2.73 3.478 3.45 0.51 3 CB4-CB3 CB-4 CB-3 1 208 58 56.96 0.5%17,570 17,570 0.41 7,257 7,257 40.0 40.0 2.06 0.35 0.00 0.35 2.73 3.478 2.381 1.45 4 CB5-CB6 CB-5 CB-6 1.25 185 58 57.08 0.5%23,986 23,986 0.35 8,443 8,443 40.0 40.0 2.06 0.40 0.00 0.40 4.95 4.03 2.424 1.27 5 CB6-CB1 CB-6 CB-1 2.5 168 56.92 56.08 0.5%8,369 41,565 0.62 5,222 19,998 7.0 41.3 2.02 0.94 21.36 22.30 29.03 5.914 6.516 0.43 6 Pipe - (13)CB-1 CB-2 2.5 92 56.08 55.62 0.5%14,064 65,354 0.62 8,720 31,927 8.0 41.7 2.01 1.49 0.00 22.85 31.45 6.407 6.981 0.22 7 Pipe - (20)DMH-1 (36" PLASTIC)CB-6 1 28 57.83 57.5 1.2%0 6,200 0.00 0 5,580 0.0 6.5 6.93 0.90 0.00 0.90 4.19 5.333 4.24 0.11 8 Pipe - (22)RL-3 Structure - (32)0.67 10 60.1 59.9 2.0%6,200 6,200 0.90 5,580 5,580 6.0 6.0 7.10 0.92 0.00 0.92 1.86 5.326 5.305 0.03 9 Pipe - (23)Structure - (32)DMH-2 (36" PLASTIC)1 124 59.9 58.22 1.4%0 6,200 0.00 0 5,580 0.0 6.0 7.09 0.92 0.00 0.92 4.49 5.718 4.486 0.46 10 Pipe - (24)DMH-2 (36" PLASTIC)CB-3 1 46 58.22 57.6 1.4%0 12,400 0.00 0 11,160 0.0 6.5 6.94 1.79 0.00 1.79 4.49 5.718 5.392 0.14 11 Pipe - (25)RL-4 DMH-2 (36" PLASTIC)0.67 10 60.1 58.22 18.9%6,200 6,200 0.90 5,580 5,580 6.0 6.0 7.10 0.92 0.00 0.92 5.70 16.332 11.977 0.01 12 Pipe - (26)YD-1 CB-1 1 69 56.59 56.24 0.5%9,725 9,725 0.33 3,209 3,209 10.0 10.0 5.78 0.43 0.00 0.43 2.75 3.505 2.548 0.45 13 Pipe - (27)YD-2 CB-6 1 48 57.32 57.08 0.5%3,010 3,010 0.25 753 753 10.0 10.0 5.78 0.10 0.00 0.10 2.73 3.477 1.654 0.40 14 RL2-HDPE BENDRL-2 WYE-2 0.67 10 60.1 59.3 8.0%6,200 6,200 0.90 5,580 5,580 6.0 6.0 7.10 0.92 0.00 0.92 3.71 10.639 8.807 0.02 15 RL2BEND-TINLETWYE-2 DMH-1 (36" PLASTIC)1 125 59.3 57.83 1.2%0 6,200 0.00 0 5,580 0.0 6.0 7.09 0.92 0.00 0.92 4.19 5.333 4.268 0.49 10/17/2022 APPENDIX F Water Quality Calculations Marlborough Multi-Family - DPI No. 4303.H October 17, 2022 Water Quality Volume Calculations Per 2004 Connecticut Stormwater Quality Manual, Section 7.4.1: Areas for Calculation: On Site to Forebay (P3) P2, P3, & P5 Impervious 1.742 Pervious 1.831 Total Area 3.573 % Impervious 48.76% 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 = 48.76% R = 0.05 + 0.009(I) R = 0.05 + 0.009(48.76) R = 0.488 A = drainage area in acres = 3.573 acres WQV = (1”)(R)(A acres)/12 inches per foot WQV = (1”)(0.488)(3.573 acres)/12 inches per foot WQV = 0.145 acre-feet required = 6316.20 cft Proposed BMP The proposed water quality basin and forebay are proposed to provide 17,409 cft (below basin outlet FE-2 @ Elev. 55.64) and 3,463 cft+ (below spillway at Elev. 55.64) of water quality storage, respectively. The forebay will provide storage for more than 10% of the determined water quality volume draining to the basin. The forebay in combination with the proposed wet pool of the water quality basin will provide a total water quality storage volume of 20,872 cft; more than 100% of the water quality volume. Water quality basin and forebay stage storage reports are included as a part of this appendix. APPENDIX G Drainage Area Map ©···esignrofessionals ©···esignrofessionals \\Private\DFS\Projectdata\P2022\0745\A10\Traffic\Statement\DKH_TS_20221018.Docx Corres. 146 Hartford Road Manchester, CT 06040 t 860.646.2469 800.286.2469 f 860.533.5143 www.fando.com California Connecticut Maine Massachusetts New Hampshire Rhode Island Vermont October 20, 2022 Mr. Scott Spindler Highland Capital Holdings, LLC P.O. Box 1174 Rochester, NH 03866 Re: Traffic Impact Statement Vertical Self-Storage Facility 249 Ellington Road South Windsor, Connecticut Fuss & O’Neill Reference No. 20220745.A10 Dear Mr. Spindler: This letter has been prepared to review the traffic impact of the proposed vertical self-storage facility to be located at 249 Ellington Road (Route 30) in South Windsor, Connecticut. The following documents our findings. Introduction It is our understanding that you intend to develop the existing approximately 3.5 acre site located on the southeast side of Ellington Road (Route 30) north of I-291. The proposed development will consist of a four story climate controlled vertical self-storage building with a total of 99,200 square feet of gross floor area and 12 parking spaces (including one accessible space). The build year for this development is assumed to be 2023. The proposed site location is shown on the attached site location map, Figure No. 1. Adjacent Roadway Network Route 30 (Ellington Road) runs primarily southwest to northeast in the site vicinity and is under State jurisdiction. The roadway is classified by the CTDOT as an urban principle arterial road that provides two lanes of travel, one in each direction. In the vicinity of the site, the roadway provides access to primarily industrial land uses. The posted speed is 40 miles per hour. In 2019, the Average Daily Traffic (ADT) was 6,700 vehicles in the vicinity of the site. The site is located approximately 1,700 feet northeast from the intersection of Route 5 (John Fitch Boulevard) and Route 30 (Ellington Road), I-291 On/Off Ramps. There are no sidewalks along Route 30 in vicinity of the site. Mr. Scott Spindler October 20, 2022 Page 2 \\Private\DFS\Projectdata\P2022\0745\A10\Traffic\Statement\DKH_TS_20221018.Docx Corres. Site of Development The existing site is identified as 249 Ellington Road by the Town of South Windsor and is located in the I-291 Corridor Development zone. 249 Ellington Road consists of approximately 3.5 acres. The existing site is currently vacant and wooded. The site is bounded by two residential homes to the north (both currently for sale), I-291 to the south, Route 30 (Ellington Road) to the west, and vacant land to the east. Proposed Development The proposed development is a 99,200 square foot four story vertical self-storage building at 249 Ellington Road as shown on the attached location map, Figure No. 1. A total of 12 parking spaces will be provided for the development. The development is expected to open in 2023. Site Access and Circulation Vehicular access to the proposed site will be provided via one new full access driveway. The driveway is proposed to be located on Route 30 between utility poles SNET 2273 and SBC 2274. The site driveway will be stop controlled and provide one unrestricted lane of travel in each direction. Trip Generation The expected site generated traffic volumes for the vertical self-storage facility were calculated using existing empirical data from the institute of Transportation Engineers (ITE) publication Trip Generation, 11th edition, 2021. This publication is an industry-accepted resource for determining trip generation. Trip generation for the weekday morning and afternoon peak hour was calculated using the ITE land use code 151 “Mini Warehouse.” For a 99,200 square foot vertical self-storage facility, a total of nine vehicle trips (five entering, four exiting) is anticipated for the morning peak hour and during the afternoon peak hour, a total of 15 vehicle trips (seven entering, eight exiting) is anticipated. A summary of the peak hour trip generation information for the proposed development is provided in Table 1, on the following page. Mr. Scott Spindler October 20, 2022 Page 3 \\Private\DFS\Projectdata\P2022\0745\A10\Traffic\Statement\DKH_TS_20221018.Docx Corres. Table 1 Site Generated Traffic Volumes 249 Ellington Road Vertical Self-Storage Facility South Windsor, Connecticut 99,200 sq. ft. Self-Storage Total Trips Trips Entering Trips Exiting Weekday Morning Peak Hour 9 5 4 Weekday Afternoon Peak Hour 15 7 8 Note: Trip generation based on Rate per Land use Code 151 (Mini Warehouse) as published in Trip Generation, 11th Edition, 2021. Crash Analysis Crash data was gathered from CTDOT via the University of Connecticut Crash Data Repository for Route 30 (Ellington Road) in the vicinity of the proposed site. The records were gathered for the most recent three years of available data, 2019 through 2021. A review of the data revealed that Ellington Road experienced three (3) crashes during the three- year study period within 500 feet of the site frontage in either direction. The three crashes were front-to-rear (1), rollover (1), and roadway departure (1). There was no identifiable crash pattern. The de minimis increase in development traffic is not anticipated to have a detrimental impact to roadway safety in the vicinity of the site. Intersection Sight Distance Analysis Intersection sight distance requirements were calculated at the proposed site driveway location in accordance with criteria set forth in the 2003 CTDOT Highway Design Manual. The sight distance is measured from a point 15 feet back from the edge of travel-way at a height 3.5 feet, the standard height of a driver’s eye. Ellington Road has a posted speed limit of 40 miles per hour. Therefore, a design speed of 45 miles per hour, 5 miles per hour above the posted speed limit, was utilized for the analysis. For the design speed of 45 miles per hour, 500 feet of intersection sight distance is required for a passenger car turning right or left onto a two-lane facility. Mr. Scott Spindler October 20, 2022 Page 4 \\Private\DFS\Projectdata\P2022\0745\A10\Traffic\Statement\DKH_TS_20221018.Docx Corres. At the proposed site driveway location, more than 1,000 feet of intersection sight distance is provided looking right (northeast) and approximately 1,000 feet of intersection sight distance is provided looking left (southwest). Sufficient sight distance exists to allow for safe egress of passenger cars attempting to turn right or left from the proposed site driveway onto Ellington Road. Conclusion The purpose of preparing this Traffic Impact Statement was to identify the impact of the proposed development’s site generated traffic. The study efforts have indicated that the proposed 99,200 square foot vertical self-storage facility will generate a total of nine vehicle trips (five entering, four exiting) during the weekday morning peak hour and a total of 15 vehicles trips (seven entering, eight exiting) during the weekday afternoon peak hour. Vehicular access to the proposed 249 Ellington Road site will be provided via a single new full access driveway. The driveway will be stop-controlled and provide one unrestricted lane of travel in each direction. Review of the most recent three years of available crash data provided by the University of Connecticut Crash Data Repository indicated that there were three (3) crashes along Ellington Road within 500 feet of the site frontage in either direction. There was no identifiable crash pattern and the minimal increase in development traffic is not anticipated to have a detrimental impact to roadway safety. The sight distance triangle from the proposed site driveway location, in both directions, will not be obstructed and will exceed CTDOT criteria to allow for safe egress of passenger cars from the site. Based on the results of the foregoing analysis, it is the professional opinion of Fuss & O’Neill, Inc. that the proposed development traffic will be minimal and can be safely and efficiently accommodated on the adjacent roadway network. Should you have any questions on this traffic review, please contact me at 860-783-4756. Sincerely, Mark G. Vertucci, PE, PTOE Vice President Attachment: Site Location Figure (Fig. 1) RAILROADSITE LOCATION SOUTH WINDSOR TOWN LINE EAST HARTFORD TOWN LINE ELLI N G T O N R D (ROU T E 3 0) CH A P E L R DJOHN FITCH BLVD (ROUTE 5)PROJ. No.: DATE:MS VIEW: LAYER STATE: SCALE: DATUM: VERT.: HORZ.: VERT.: HORZ.:File Path: J:\DWG\P2022\0745\A10\Civil\Traffic Figures\20220745A10_LOC01.dwg Layout: FIG1 LOC Plotted: Wed, October 19, 2022 - 9:33 AM User: gdepasqualePlotter: DWG TO PDF.PC3 CTB File: FO.STBFIGURE 1 20220745.A10 OCTOBER 2022HIGHLAND CAPITAL HOLDINGS, LLC SITE LOCATION FIGURE 249 ELLINGTON ROAD (ROUTE 30) SOUTH WINDSOR CONNECTICUT 1" = 1000' 146 HARTFORD ROAD MANCHESTER, CONNECTICUT 06040 860.646.2469 www.fando.com PLANNING DEPARMENT IN-HOUSE REFERRAL FORM DATE: 10-25-22 TO: Michael Maniscalco, Walter Summers, Jeff Doolittle, Molly Keays, Heather Oatis, Kevin Cooney, Tony Manfre, John Caldwell, Andrea Confrancesco, Vincent Stetson,Mark Halibozek, Marc Melanson FROM: Michele Lipe,AICP, Director of Planning The Planning & Engineering Departments have received plans for the following projects: Appl 22-38P, Vertical Self Storage Site Plan Location: 249 Ellington Road ® Site Plan ❑ Subdivision No. Acres 3.5 ac Zone I-291 CD ❑ Industrial ® Commercial ❑ Residential No. Lots/Units Water: ® Public ❑ Private Well Sewerage: ® Public ❑ Septic System Project Description: 99,200 sf—4 story self storage building Future Town-owned property involved? ❑ Yes ®No ❑ new street(s) ❑ new detention area ❑ new open space/recreation area ❑ active ❑passive Planning Department notes: Please comment by 11-11-22 and return to the Planning Department. i I MEMORANDUM i To: Michele Lipe, Director of Planning i From: Jeff Doolittle, P.E., Town Engineer Taylor Rodrigue, P.E., Project Engineer Date: November 17, 2022 Re: App 22-38P —249 Ellington Road Site Plan We have reviewed the above application plans received in October and have the following comments: 1. A right to drain needs to be established or updated for the proposed stormwater flow from this developed property to the existing drainage on the CTDOT property at 239 Ellington Road. 2. Could the outlet pipe from the proposed detention basin be relocated south directly to the drainage swale along 1-291, instead of going out to Ellington Road and then back to the drainage swale? 3. The 36" plastic DMH will not work with the pipes shown in and out of them. These need to be replaced with 4 ft diameter concrete manholes or standard concrete catch basins. 4. The roof leaders on the south side of the building can discharge directly to the drainage swale and detention basin. 5. According to the Stormwater Management Report, water will back up from the detention basin into the stormwater system of pipes and catch basins during a 10 year storm and all other larger storms, and will flood parts of the driveway during a 100 year storm. Consider raising the pipe inverts in this system so storm water does not back up in them, except during storms greater than 25 year frequency. 6. Label the bottom elevation of the detention basin, forebay and top of the rip rap spillway between them. 7. The top of frame of the detention basin outlet structure should be lowered so it takes water during a 100 year storm and is lower than the top of CB2. 8. Check the results for the pipe from RL-4 in the Stormwater HGL and Pipe Analysis. 9. This stormwater management system will need to be inspected, cleaned and maintained because the outlet control structure has a small orifice. 10.Detail sheet shows Outlet Control Structure with a standard manhole cover, Drainage Plan sheet shows catch basin grate, need to agree. 11.Additional parking spaces are needed. The Traffic Statement says 15 trips are expected in the afternoon peak hour. More spaces can be easily included on the south and east side of the building, off the driveway. Reserve parking spaces need to be shown. i f i 12.Add Yield signs at the southern driveway outbound lane where it connects to the northern driveway, and at both exits from the front parking area. 13.The site driveway appears to have several flat spots on the western side of the building. Show more spot elevations to clarify the grading of the driveway and parking area is sufficient to drain. 14.Move trees shown over the proposed sanitary force main. 15.Provide truck turning movements for this site plan. 16.Will there be any floor drains inside the building? 17.Show site lights on the site plan. 18.What are the expected peak and average daily sanitary sewer flows from this development? 19.Submittals and design calculations for the pump station will need to be reviewed j by the Town Staff. 20.Include a generator or external generator connection point on site to run the pump station and other critical facilities during a power outage. 21.WPCA review and approval is needed for all development on this site. j Please let us know if there are any questions. i o- E I 2 11»17~22 22280 DATE JOB #: DWG # A-01 z‘m @@@@¢@@ . @@®0@@ ® ® ® ® e e o ‘1 u -STORAGE FACILITY 249 Ellington Road,South Windsor,CT 06074 C ONTROLLED VERTICAL SELF 1st FLOOR CONSTRUCTION PLAN SCAL 3/12':Hr CLIMATE mA01- J \J NanmusY couuounu ncmncTs SE: $2: ._/ ‘_. E usHT GREY MEIAL FANEL k GREEN MEm.PANEL ‘\METAL CDPINGGREENMETALPANEL l—METAL SCREEN PARTlTlON.BEVOND J—MEI'AL COPING¥} ****%‘%bn— FOUNDATIO FooTING _\1‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘‘ m NORTH CONSTRUCTION ELEVATION SCALE "r =120‘ LIGHT GREV METAL PANE L CWCRETEFOOTING F OOTING DATE:11 -1 7—22 Jo”.222w owe :k A-02 CLIMATE-CONTROLLED VERTICAL SELF-STORAGE FACILITY 249 Ellington Road,South Windsor,CT 06074 .Ew , k" N \IM K 1 \3D PERSPECTIVE VIEW FROM SOUTHWESTwNonaSCALE 11~17»& JOB#: DWG #1 A-03 CLIMATE-CONTROLLED VERTICAL SELF-STORAGE FACILITY 249 Ellinton Road,South Windsor,CT 06074g mm- “mm Nnnuusr counonnv; Ancmrzns m 3D PERSPECTIVE VIEW FROM SOUTHEASTwNOTYoscALE CLIMATE-CONTROLLED VERTICAL SELF-STORAGE FACILITY 249 Ellington Road,South Windsor,CT 06074 DATE‘ JOBk DWG#‘. A -04 m 3D PERSPECTIVE VIEW FROM NORTHWEST W Norm SCALE DATE 11 -1 7-22 JOB #1 22260 DWG #: COILAEO ......A-05 CLIMATE-CONTROLLED VERTICAL SELF-STORAGE FACILITY 249 Ellington Road,South Windsor,CT 06074Nanmnn Axcmrzcu WGETATION GRADEI-Z9I m SITE SECTION SHOWING ELEVATION GRADES A-06 SCALE:1':Hr m S'TE PLANWWr=Hr DATE:11-17% CLIMATE-CONTROLLED g‘gglERTICAL SELF-STORAGE FACILITY DWG#:249 Ellington Road,South Windsor,CT 06074 A-06......... coLLAsonTWE AncmucTs \1i163A2Pmx.BLDG 7 L:,4 F I777rmxnm‘.1009592aaa4ao ,7672ss6‘ ‘ PROPOSEcm %\r gt," PRoposencumTE—cowrROLLEDVERHCAL SELFs'romca mumr.r.a.£v.5m Pmm 1mm NUWALL® BHNCEALED FASTENER SINGLE-SKIN METAL PANELS _IA\_A MSPAN’ETL lNsuLATED METAL PANELS I W SERIE S lW-20A SINGLE-SKINWALLPANEL PRllDUCT SFECIFLCATIDNS PWFILE -ZVz'deeppanelwnMs'deewmm WIDIH -(2' IENEW -5'a'm40m' ExIEn Inn FlcE ‘Az-so aluminuuninccoated ma In 24 and 22 Ga, 2‘/z‘ uonuusT coLLAaonnIvE ncmncn suluunn EXtERInR -FulLsvengm7o9sPVDFFIuampovyu-net FINISHES A culons -Pleaseseeveversesmewallavanamemms. nsmmm ~cqmeauedvmnxngsysxem IW Series metal rainscreen panels eliminate expased Iasreners fur a clean,unbroken aesthetic.These single skin meta!panels are an exceHent option for balh new consiruclian and reimfil projects. Wiih me abiiily (a insiaii the panels yearvround,insiaiiarion time is shortened,tending ta fastvtrack scheduling and a potential reduction in tonsirurtian tests. All IW panels share a camman lockrjoint design which makes them interchangeable on a praject.iW Series oflers several interesting can/iguratians:lW-10A,IW-I3A,IW-20A and IW-40A with dilferent panel [ace rihhings.The stepped prolile of the IWVZOA series Creates a deep rihbed shaduw pattern on a Iinished wall surface. PRODUCT SPEEIFICAIIDNS WID'HI -t2' The NuWallO Panel cambines ease ofinstallatian in both new and retrofit applicatians with the pleasing aesthetic appeal of a clean, uninterrupted wall.For retrofit construction,all installation work is performed outside with no disruption to the interior workplace. NuWallO can be installed aver an existing R panel wall;other panel profiles may require the use oi subgirts.The panel is attached lo the structure with self-drilling fasteners on one side oi the panel only,no clips required.The adjoining panel simply snaps Into the previous panel for quick installation. t-m'mu] frih] run-n FAS‘IE tl I I E -Conceated Fastening System DATE: JOB#: DWG it A-07 11-17—22 22280CLIMATE-CONTROLLED VERTICAL SELF-STORAGE FACILITY 249 Ellington Road,South Windsor,CT 06074 cotoropuons [ENETH -5’-0‘m25‘-0' EXIERWR PROFILE -Hé'tibherghloncemetwmutaggeted panems EXtERWR FAEE -sgogawantzedsteetzzandzoGattnncredtreasonal embossed or 22.20.and 18 Ga.(n membossed In lll‘t r Imenoadng pc mmmc Rent-i mi Meti»Span:AlHn-One Performance 1720 Lakepointe Drive,Suite 101.Lewisvine.Yexas 75057 877.585.9969 (w)metlspan.corn.sbsyw")(1‘)v71 Lam‘s:mcll Lakepointe (p)(w)metlspan.corn anne Camemanu amnas an reserved pnmea in me u.s.Amin.iimm “Junta-r s a.2o2mmspana pan anne Camemanu aunaing amnas enmity an ngms reserved pnmea in me u.s.A P.O.BOX 1 167 21 JEFFREY DRIVE SOUTH WINDSOR,CT 06074 PHONE:860.291.8755 FAX:860.291.8757 www.designprofessionalsinc.com CIVIL&TRAFFIC ENGINEERS l LAND SURVEYORS I PLANNERS /LANDSCAPE ARCHITECTS EerV/ng Connecticut,Massachusctt5,é Rhoda ls/and November 22,2022 Jeff Doolittle,P.E, Town Engineer 1540 Sullivan Avenue South Windsor,CT Re:App 22—38P —249 Ellington Road Site Plan Dear Mr.Doolittle, This letter is written to address your review comments dated November l7,2022.For ease of your review, your initial comment is in italics,followed by our response in bold. I.A right t0 drain needs t0 be established 0r updatedfor the proposed stormwaterflowfram this developedproperty to the existing drainage 0n the CTDOTpropeny at 239 Ellington Road. We were able to confer with ConnDOT District 1 engineering staff in advance 0f completing our site plan for suhmission to the Commission.They informed us where they wanted us to connect to the state’s storm drainage system,and our plans reflect that.We do not see any need for a right to drain to the pipe immediately in front of our site,as the District 1 encroachment permit application process will address that and the route does not require us to travel over any properties other than the Ellington Road right of way. Could the outlet pipefrom the proposed detention basin be relocated south directly to the drainage swale along [—29],instead ofgoing out t0 Ellington Road and then back to the drainage swale? No,District 1 ruled that out. The 36 "plastic DMH will not work with the pipes shown in and out ofthem.These need to be replaced with 4 ft diameter concrete manholes or standard concrete catch basins. There is no need to change from our design.Suzanne and I checked the specs,including angles,and we are comfortable with the 36 inch plastic DMH. The roof leaders on the south side ofthe building can discharge directly t0 the drainage swale and detention basin. We concur. According to the Stonnwater Management Report,water will back up from the detention basin into the stormwater system ofpipes and catch basins during a 10 year storm and all other larger storms,and willfloodparts ofthe driveway during a 100 year storm.Consider raising the pipeinvertsinthissystemsostormwaterdoesnotbackupinthem,except during storms greater than 25 yearfrequency.The proposed pipe invert to the water quality basin was set to allow conveyance of collected stormwater runoff from the farthest connecting catchbasin CB-S.Although water will back up in the proposed storm pipe network during the 10-year and larger storm events,the only surface ponding will occur during the 100 year storm event’s peak,to a water surface elevation of 60.12,which would only cause isolated ponding directly above the grate of CB-l and CB-3 for thirty minutes.This ponding is only 1.5 inches at the grate,and doesn’t even pond into the driveway’s travel lanes.We find this to be satisfactory in terms of the G:\jobs\4303\4303.H\Docs\Applicalions\PZC\Town Coordinaton\4303.l-l Response to Doolittle Continents ZOZZ-l l-Zldocx operations of the site during the 100 year storm’s peak,when everyone would be expected to be off the road network and at home. Label the bottom elevation 0fthe detention basin,forebay and top ofthe rip rap spillway between them. Contours will be labeled accordingly. The top offrame 0fthe detention basin outlet structure Should be lowered so it takes water during a 100 year storm and is lower than the top of CB2. The outlet control structure’s top of frame elevation will be lowered to elevation 59.90 so that it can also accept some of the 100-yr stormwater flow. Check the resaltsfor the pipefrom RL-4 in the Stormwater HGL and Pipe Analysis. Surface elevation for RL-4 will be changed to reflect the proposed condition. This stormwater management system will need to be inspected,cleaned and maintained because the outlet control structure has a small onfice. A note will be provided to satisfy this comment. 10.Detail sheet shows Outlet Control Structure with a standard manhole cover,Drainage Plan sheet shows catch basin grate,need to agree. Both sheets will show a catch basin grate. Additional parking spaces are needed.The Trap‘ic Statement says 15 trips are expected in the afternoon peak hour.More spaces can be easily included on the south and east side ofthe building, oyfthe driveway.Reserve parking spaces need to be shown. At the daily peak hour,only seven vehicles will enter,and the majority will go directly to the two driveways outside the access points to the units,which affords parking for an additional four vehicles,for a total of sixteen vehicles accommodated on the premises.Our client’s experience with fifteen similar facilities indicates that only three spaces are actually required to meet the needs of this facility. 12.Add yield signs at the southern driveway outbound lane where it connects to the northern driveway, and at both exits from the front parking area. Signs will be depicted on plan. 13.The site driveway appears to have severalflat spots on the western side ofthe building.Show more spot elevations to clarify the grading of the driveway and parking area is suyficient to drain. Spot elevations will be depicted on plan. Move trees shown over the proposed sanitaryforce main. Trees will be moved and depicted on plan. Provide truck taming movements for this site plan.Truck turning movements will be provided. 16.Will there be anyfloor drains inside the building? No. I7.Show site lights on the site plan.Lights are already depicted on the lighting plan.We will also add them to C-SPI. What are the expectedpeak and average daily sanitary sewerflows from this developm ?I8. I]. I4. I5. G:\jobs\4303\4303.H\Docs\App|ications\PZC\Town Coordinaton\4303.H Response to Doolittle Comments 2022-]l-Z2.docx e Negligible.The water bills for all of our client’s facilities are less than $50 per month.DetailedinformationrelatedtothiswillbeprovidedwiththeWPCAapplication. I9.Submittals and design calculationsfor the pump station will need t0 be reviewed by the Town Stew? Noted.This will be provided with the WPCA application. 20.Include a generator or extemal generator connection point on site to run the pump station andothercriticalfacilitiesduringapoweroutage. A generator will be provided. 21.WPCA review and approval is neededfor all development on this site. Noted. Please contact us with any questions. Sincerely, Daniel H.Jameson,PE Proj ect Manager G:\jobs\4303\4303.H\Docs\App|icalions\PZC\Town Coordinaton\4303.H Response to Doolittle Comments 2022-1 l-22.docx Appl #22 -38P, Vertical Control Climate Storage Facility Site Plan 249 Ellington Road 11-29--22 Planning Department Report 1. This is a request for Site Plan of Development approval for a 99,200 sf, 4-story building, on property located at 249 Ellington Road, I-291 Corridor Zone. 2. The PZC may recall that the applicant submitted a request to the Commission in July 2022 for determination of use for this commercial project in the I-291 Corridor development zone. The intended use is climate control space with a small office on the first floor. The building would accommodate approximately 700 units. 3. Lot size is about 3.5 acres. Front yard setback for the building is about 120 feet, 50 feet required. The building will be approximately 200 feet from I-291. Proposed buildings are allowed up to 60 feet; this is building is proposed to be 44 feet high. Proposed impervious coverage is 39%; 65% allowed. 4. The loading dock areas for this building are located on the westerly and southerly side of the building facing the I-291 side. 5. The parking requirement for this building is 29 spaces, 12 parking; spaces are being provided. The applicant has requested a waiver to not build the other spaces. Staff have suggested that the additional spaces be shown as a part of a reserve parking plan so that if the building use were to change there is some opportunity to add additional parking in the future. 6. All proposed lighting has full cutoff fixtures and the pole height 20’ poles as well as wall paks on the buildings. Staff has questioned if there is adequate lighting in the rear of the site as no lighting is being proposed. 7. Landscaping treatments shown along the Ellington Road frontage include a five-foot-high landscaped berm with evergreen, shade and flowering trees on the eastern side to help break up the building and a water quality basin with native seed mixture on the western side of the frontage. The current sidewalk plan does not call for any sidewalk along this stretch of Ellington Road. 8. The applicant has provided a colored elevation of the building along with some perspectives from different angles along Ellington Road and I-291. Architectural and Design Review Committee reviewed this project with only two members present. The committee looked favorably upon the project, however did request the applicant to add to the elevation either signage on the building or some additional element to help break up the building facade. 9. There is no outdoor storage proposed with this project. They intend to have both a free standing and building signage, however specific signage has not been proposed. 10. The site is served by public water and sewer. Water Pollution Control Authority approval is required. 11. The Fire Marshal’s office has reviewed the plans and has no concerns with the proposal as presented. I have contacted the Fire Chief as well for comments. 12. Office of State Traffic Administration approval is required; and OSTA has full jurisdiction over traffic signals and road improvements on State roads. We would require any final plans submitted reflect any requirements of the State’s approval. 13. This property is subject to the access management regulations. There is one access drive from Ellington Road. A traffic impact study has been submitted. 14. There are no regulated wetlands on the site. IWA/CC approved this application November 2 with standard approval conditions and the following bonding requirements: A bond shall be collected in the amount of $25,000 placement and maintenance of erosion and sediment controls, and $25,000 for installation of storm water systems. If this application is approved, the planning department has no additional modifications to request. Z+ / / CLIMATE — CONTQOLLED VEQTICAL / /S+ o 5ELF 5TOQAQE CILI Y GfTE FLAN CF lDF \/ ELCf= � ENT 249 ELL ING; T ® N f;,z' 0 ,4 [D r Z+' - - GC � T � � INDSCfR / CCNN CTfCL� T s+- / 21P.O.BO DRIG7 SCALE: 0 15' 30' 60' 50UTH MND50R,CT 00074 1' 30 es i g n 860-29 4757-F www.de5ignprofe55ional5inc.com rofessionals �/ S+ CIVIL &TRAFFIC ENGINEERS I PLANNERS/SURVEYORS O \ GIS ANALYSTS/LANDSCAPE ARCHITECTS Z+ — _ c AF O v� AE ' O ® Y / O ® \ ® \ �� Mow- 000000 + 6 + + + + + \ 3F + + + + + + + + + + l \ \ \ \ +++ 6¢ + + I \\� \ \ \ \ + + •+ 11 \ \ \ + PROPOSED 4 STORY / + `` •�;, CLIMATE-CONTROLLED \ t...'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.' Sei�..3+j � : + . ...................................... 'i� + VERTICAL SELF STORAGE BUILDING / \\ .......................... 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C/O Climate Controlled Vertical Self Storage Facility 21 Jeffrey Drive South Windsor, CT 06074 Dear Mr. Jameson: Re: Appl. 22-38P, Climate Controlled Vertical Self Storage Facility Site Plan- request for a 99,200 sf, 4-story building, on property located at 249 Ellington Road, I -291 CD zone. We are pleased to advise you that the Planning & Zoning Commission voted on November 29, 2022 to approve with modifications the above referenced application for a site plan. This approval is to construct a 99,200 square foot, 4-story building on property located at 249 Ellington Road, I-291 CD zone, as shown on plans prepared by Design Professionals, Inc., Project#4303.H.P 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 $25,000 to ensure compliance with the erosion and sediment control measures and $25,000 to ensure establishment of storm water system. 4. A landscape bond in the amount of$10,000 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. 1540 Sullivan Avenue, South Windsor, CT 06074 1 Tel (860) 644-2511 Ext 2329 1 Planning@SouthWindsor-CT.gov - 12. All free-standing signs and/or building signs require the issuance of a sign permit before they are erected. 13. Reserve parking shall be shown for parking spaces not constructed. EV charger status shall be required in accordance with the Zoning and Building Regulations. 14. Engineering comments dated 11/17/22 and 11/28/22 must be incorporated into the final plans. 15. Two additional wall packs shall be added on the easterly side of the building. 16. The height of the birch tree shall be increased to IT-14'and measured caliper of the planted shall be 3" in diameter. Black and white transparent mylars of Sheets # Cover sheet and C-SP1 with the above modifications, together with three blueprint copies of the entire set of plans must be submitted to this Commission to be stamped and signed. The letters of approval of this Commission and the IWA/CC must be reproduced on the mylars. After the mylars have been signed by the Commission, they will be returned to you for filing in the Office of the Town Clerk. After filing these plans, a copy of the receipt must be submitted to the Planning Department. Very/VGU truly yours, .� P064-'� Bart Pacekonis, Chairman Planning and Zoning Commission BP/cgo cc: Town Engineer Chief Building Official Fire Marshal Assessor Superintendent of Pollution Control Director of Public Works O lvin' 1540 Sullivan Avenue, South Windsor, CT 06074 1 Tel (860) 644-2511 Ext 329 Planning@SouthWindsor-CT.gov