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HomeMy WebLinkAbout24-08P 1300 Sullivan Medical Office Building t I S TOWN OF SOUTH WINDSOR PLANNING & ZONING COMMISSION APPLICATION FORM Application Number: Official Receipt Date: VPC Application.#: APPLICANT: 4 Elements Vitality Institute LLC PROJECT NAME: Medical Office Building^T COMPLETE LOCATION OF PROPERTY: 1300 Sullivan Avenue (Formerly 8 Collins Lane) OWNER OF RECORD ON LAND RECORDS: 4 Elements Vitality Institute LLC OWNER ADDRESS: 8 Collins Lane 3 GIs PIN # 2.1900008 and 87301300 ZONE RR 3 NAME, ADDRESS, TELEPHONE& EMAIL ADDRESS OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: Peter DeMallie, Design Professionals, Inc., 21 Jeffrey Drive,. South Windsor CT 3 (860) 291-8755; peter.demallle@designprotesslonalslnc.com Estimated presentation time: 20 i 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 3.1.'1.A/5.3 (Public Hearing and Certificate of Mailing Required) ® Site Plan of Development ❑ New ❑ Modification Building(s) Sq Ft (Office Conversion) ❑ 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 T Attach proposed amendment (Public.Hearing Required) ❑ Temporary and Conditional Permit (Public Hearing Required) for ❑ Temporary and Conditional Permit Renewal for ❑ Detached Accessory Apartment ❑ Major Home Occupation (Public Hearing and Certificate of Mailing Required) for ❑ Other (explain in detail) PLEASE NUTS; An Application Pending Sign is reAetoosted as the property for all applications ten ( ) dais prior to b n heard by the Commiss S'gnature of Applicant roperty Owner Print Name of Applica Print Name of Property Own ll Revised 9/1/2023 viblt�l V-&I-)'LIC, U-C- TOWN OF SOUTH WINDSOR CHECKLIST REQUIRED INFORMATION SITE PLANS n/a 1.On each sheet for plans or maps,title block with the following information: Name,address and telephone of applicant.a. APPLICANT 4 Elements Vitality Institute LLC pROJEcr NAME Medicai Office Building,1300 Suilivan Avenue (Formerly 8 Collins Lane) 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 a_ll applications;items 8—11 required where appropriate. Check mark for each item supplied. X X b.Name,address and telephone number of Land Surveyor or Professional Engineer. C.Name of Development. d.Date when drawings were made. 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. Data block which gives needed zoning information such as percentage of lot coverage,acreage of tract,number of apartment units,parkingrequirements,etc. Outline of buildings. Layout of streets. Surrounding property boundaries-within 500 feet. Names of abutting property owners. Proposed open spaces and recreation areas. Driveway cuts on abutting properties and any properties across from proposed site. h.Distance to and name of nearest intersection street. Architectural Elevations:See attached checklist for Architecture and Design Review. l n/a n/a 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 pinsrequiredatallpropertyanglepointsandshownonmap. Proposed streets and street lines with center line station,curve data,and parking spaces. Building lines in accordance with zoning regulations. Proposed buildings and other structures,including signs,outside lighting, and dumpsters (on concrete pad and screened). Easements,noting grantors,grantees,and purpose must be shown in table format,e.g.below Names of abutting property owners. 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. .All open space or other common or public land uses shall be indicated. A—2 certification;P.E./L.S.Seal. 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. Existing and proposed sanitary sewers. Existing and proposed water and—all existing utilities. Grantor Grantee Type of Easement Date Filed Vol/Pg n/a 10.Plans and Profiles:A plan and prome of the proposed streets drawn on plan/prome paper of scales 1 inch to 40 feet horizontally,and 1 inch to 4 feet vertically on sheets not exceeding 24 inches by 36 inches,including ruled margins and containing the following: n/a a.Layout of streets in sections coordinated by stations with the profile. n/a b.Street plan showing roadways,drainage,sanitary sewer (including house sewer),foundation drains,lot lines,buildings including all utilities with elevations (top frame and inverts),size,type,length,slopes of pipes. Sight line at driveway &street intersections. X Present wooded area indicated by foliage Iines.Any trees to be savedshouldbeshown. x Existing and proposed contours shall be shown in not less than two-footintervals,but in cases of relatively level land,the contours shall be one-foot intervals and spot elevations. none g .Regulated wetlands and 100-year floodplain or note that none are present. x h.Proposed storm drainage system,showing all catch basins,endwalls,manholes,lengths and sizes of pipes and elevations of structures. (Maximum distance between catch basins shall be 300 feet and minimumsizeofstormdrainlinesshallbe15inches,within Town ROW.)If plan/profile sheet is provided all of this does not need to be shown.Onlytopofframeelevationsandinvertsofopendischargepipeshallbeshownonthisplan. n/a Connections of all springs into proposed storm drainage system asneeded. n/a Location and indications of existing brook channels,and 100—year floodlimits. X k.A-2 &T—2 Certification;P.E &L.S.Seals. x 6.Landscaping plan X 7.Drainage calculations:—Zero Runoff Increase per attached guidelines. x 8.Trafnc Report x 9.Site Lighting Plan n/a n/a n/a n/a n/a n/a d.Proflle of roadway showing existing and finished grades.Roadway profilewillshowalltangentgradeandallverticalcurveinformation. e.Profile will show all catch basins and all drainage lines between catchbasinswithallinvertandtopofframeelevations,sizes,lengths andslopesofpipes.f.Where any storm drainage line discharges into an existing brook sumcient prome of this brook will be shown to determine conditions. g.CGS datum shall be used on all sites accessible to these controls.TheTownEngineershall,based on standard engineering practices,determinetheaccessibilityofthesecontrols. h.Profiles shall show all sanitary sewer lines and manholes,includingelevations,(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 improvementmayberequired.This map shall be drawn to a scale of 1 inch equals 40feet. 12.Sanitary Report:Where individual sanitary sewage disposal systems are proposed,the final plans shall include a Sanitary Report certihed by aProfessionalEngineer.The report shall demonstrate the feasibility of the proposed individual systems. %wn=ew k’";R £-3/2‘/202‘/ PLAN PREPARER (P.E./L.S.)DATE February 2002;Rev.4-04 NAME!Medical Office Building LOCATION:1300 Sullivan Avenue (Formerly 8 Collins Lane) TYPE OF PROJECI':Preservation and Conversion of Historic Structure ARCHITECTURAL AND DESIGN REVIEW COMMITTEE CHECK!1ST The following items must be submitted,in accordance with Section 9.1 of the ZoningRegulationsatthetimeofasiteplanapplicationforanindustrialorcommercialbuilding,orhighdensityhousing. 1.Site plan of the property (per Section 8 of the Zoning Regulations) 2.Architectural elevations of the proposed buildings (Preservation and Conversion of Historic Structure) 3.Types,styles and colors of building materials,exterior facades and facing,andfEHEStl‘ationS (SEmPIES SUQQeStEd)(Preservation and Conversion of Historic Structure) Special architectural features (if applicable) Colors,materials,and location of lighting Design of signs (TBD) Mechanical hardware proposed on or around the building and roof,including trashcompactor,and auxiliary storage areas (TBD) 8.Landscape plan indicating location,types,sizes,and quantities of proposed plantmaterials 9.Lighting Plans (per Section 17.22.1.A.1-4 Submission requirements) All of the above-required information/materials have been provided. 3-e7aa?‘ Signature Date Please be aware that missing information or incomplete information mayresultinadelayinactionbytheCommitteeonthisapplication. Revised December 20,2000 P.O. BOX 1167 21 JEFFREY DRIVE SOUTH WINDSOR, CT 06074 PHONE: 860.291.8755 CIVIL & TRAFFIC ENGINEERS / LAND SURVEYORS / PLANNERS / LANDSCAPE ARCHITECTS Serving Connecticu t, Massachusetts, & Rhode Island Narrative Statement Special Exception Application – Medical Office Building 4 Elements Vitality Institute, LLC 1300 Sullivan Avenue (Formerly 8 Collins Lane) South Windsor, Connecticut DPI Project No. 5195 March 28, 2024 Dr. Vasanth Kainkaryam, M.D., M.S. (hereinafter “Dr. K”), of 4 Elements Vitality Institute, LLC of South Windsor (applicant/property owner) has submitted a special exception/site plan application to the South Windsor Planning & Zoning Commission for a medical office building at 1300 Sullivan Avenue (formerly 8 Collins Lane) in the community’s Rural Residential zoning district between Sand Hill and Pierce Roads. Dr. K. intends to relocate and expand his medical practice, known as 4 Elements Direct Primary Care, LLC, a short distance from 1199 Sullivan Avenue to the historic Collins House, which was erected some 155 years ago in 1869. His proposal for the 4.8 acre property is to preserve and convert this historic structure in accordance with the purpose and requirements of the Office Conversion Overlay regulations (Section 5.3). The exterior of the iconic structure will remain substantially unchanged while the interior of the building will be renovated to the allowed professional office use. There are four elements to Dr. K’s practice: 1) Direct Primary Care & Integrative Medicine; 2) Immigration Exams & Primary Care for International Visitors; 3) Aesthetic Medicine & Massage; and 4) Vitality Medicine & Weight Optimization. The 4 Elements Vitality Institute LLC is a one-of-a-kind wellness sanctuary in the heart of South Windsor that will house 4 Elements Direct Primary Care & Wellness Space and its wellness services, including massage therapy, clinical hypnosis, aesthetics, and educational opportunities. Primary Care access has been decreasing nationally, and costs of care have been increasing. With the 4 Elements unique model of care to provide affordable and accessible primary care, they serve individuals of all socioeconomic and geographic demographics, with patients coming all the way from Ridgefield, from Northampton, Massachusetts, from Boston, and everywhere in between. Their goal is to keep people out of the “Sick Care” system and surround them with “Health Care”, focusing on resources and opportunities that focus on prevention, including state-of-the-art options and mindfulness experience. They are excited to make South Windsor a known entity for health innovation in the state. At 4 Elements, over the past four years, they have also cared for over 2,600 immigrants as they go on their journey to becoming American citizens, and are excited to celebrate the diversity of their patients and of the state. G:\jobs\5195\Docs\Applications\PZC\5195 SE Narrative.docx Dr. K. has retained a team of professionals to design the subject property for his modern medical practice to better serve his patients. These include: 1) Design Professionals, Inc. of South Windsor (DPI) for Civil Engineering, Land Surveying, Land Planning, & Landscape Architecture services; REAL Engineering, Inc. for traffic engineering; and REMA Ecological Services, LLC of Vernon for soils and wetlands related services. The development is proposed to be built in three phases. The first phase will have twenty parking spaces (15 required) behind the building to serve patients and staff for the medical practice in the existing 3,800 square feet historic structure. The second phase will be a future 1,800 sq. ft. building expansion off the left rear corner of the building (seven additional parking spaces required) with the same historic architectural style. The third phase will include a small single story barn for patient therapies (1008 sq. ft.), just off the north side of the parking lot, requiring an additional four spaces. Total required spaces for all three phases are 26, which will be met in the second phase when another eight spaces are built, for a total of 28 installed spaces. In order to accommodate electric vehicles, two parking spaces will be EV installed. One EV space will be an EV van space and the other EV space will be a handicapped-restricted van space as required by the zoning regulations. The site is currently served by public sewer services. A new water service is proposed from Sullivan Avenue to serve the proposed medical use. DPI’s civil engineers have determined that only approximately one acre of the site’s approximately five acres will be disturbed for development to accommodate the widened driveway, parking lot (all phases), sidewalks, enclosed dumpster pad, future building expansion, future small barn, minor regrading, connecting the historic house to public water, and installation of two small water quality/detention areas. Stormwater runoff from proposed paved surfaces will be directed to the water quality basins. Water quality treatment measures have been deployed to ensure that water quality runoff from the site meets guidelines from the 2024 Connecticut Department of Energy and Environmental Protection’s Stormwater Quality Manual. Moreover, stormwater runoff is being attenuated for all design storm events (2, 10, 25, 50 and 100 year), such that peak runoff rates will be less than existing conditions pre-development. Best management practices (BMP) have been the foundation for this design, with an objective of low impact development. Erosion & sedimentation control measures also meet the new 2024 DEEP Guidelines for Soil & Erosion Control. REMA Ecological Services has determined the entire five acre property is free of wetlands. Nevertheless, an application has been submitted to the Inland Wetlands Agency with respect to erosion & sedimentation control measures. As depicted on the site plan’s cover sheet (C-T1), the property abuts other RR zoned properties to the east, west and south, A-20 zoned properties to the north, and a three office building complex across Sand Hill Road in the Restricted Office zoning district. A landscaped buffer 10 feet in width is required within the side and rear yards. DPI’s landscape architects have proposed to retain most trees within the designated buffer, and to interplant the area with a large number (108) of mountain laurel and rhododendron plants in alternating clusters of five shrubs each (up to 10 feet in height), which thrive in the forested areas. In addition to these evergreen flowering shrubs, they have proposed to install buffer rows of Dark American Arborvitae (27 in G:\jobs\5195\Docs\Applications\PZC\5195 SE Narrative.docx number) at the southeastern and southwestern ends of the buffer for additional screening. Nearly all of the numerous existing trees on the property will remain and provide additional screening. The proposed dumpster is fully screened. The abutting property to the north, a Senior Residence Development, has a required evergreen buffer 25 feet in width. The abutting property to the east along a 525 feet common line is part of Nevers Road Park (Collins Hill), which is heavily wooded. The development’s exterior lighting system employs LED luminaires (full cut-off) on residential scale standards (only 12 feet in height). The entire lighting system will be dark-sky compliant, and no light will be emitted onto adjoining properties. Expected hours of operation will be 9:00 am – 5:00 pm Monday-Friday, however, they may be extended to 7:00 pm on weekdays and include 9:00 am-3:00 pm on Saturdays. There are two full- time employees and four part-time employees presently, although that may grow over time. The commissioned Traffic Impact Study by REAL Engineering, Inc. concluded, in summary, that the improved site will generate a modest amount of new vehicular trips during the morning and afternoon peak periods (15 and 17, respectively), that the Level of Service at the Pierce and Sand Hill intersections will remain unchanged, that the left hand turn queue lengths from Sullivan Avenue to those intersections should be shortened and restriped (see Sheet C-SP1) which will facilitate ingress and egress for the site driveway, that the driveway width be increased to accommodate two- way traffic, and turning radii at the entrance be increased as shown with a stop bar and stop sign installed, that the development will not contribute to a deterioration of area traffic operating conditions, and that improvements in Route 194 are subject to ConnDOT District 1 approval pursuant to an encroachment permit. Representatives of ConnDOT, the South Windsor Police Department, and the Town Engineer met with the client, Real Engineering and DPI at the site’s entrance early on in the site design process. Of note: Collins Lane was formally abandoned in favor of the abutters at a meeting of the South Windsor Town Council on September 18, and that abandonment was favorably endorsed by the Planning & Zoning Commission on August 15th. . Zoning Regulations 8.4. Special Exception Standards and Procedures The proposed medical office is subject to the Special Exception Review Criteria outlined in Section 8.4 B of the Zoning Regulations. We believe the proposed medical office meets the review criteria, namely: 1. The proposal is consistent with the goals and objectives of the Plan of Conservation and Development. Preservation and conversion of this five acre residential property is consistent with many areas of the POCD, especially Strategies A, B, D, E & F of the Community Character section. G:\jobs\5195\Docs\Applications\PZC\5195 SE Narrative.docx . 2. The application has met the requirements of the zoning regulations. The proposed medical office conversion meets the requirements of the zoning regulations, including parking, EV charging stations, stormwater management, erosion control measures, and, in Section 5.3.3 A, conditions 1-8 (building is 50+ years old, lot frontage 150+ feet, line of sight to ConnDOT requirements, 10 feet wide buffers, future addition under 100% of existing structure, doctor offices, less than 40% impervious coverage (we are around 10%), and we are preserving the architectural features of the 155 year old building, and as per Section 5.3.4 A, have a location on Sullivan Avenue. 3. The land is physically suited to the proposed use. The land is physically suited for a medical office in a historic building. 4. Minimal, if any, adverse environmental impacts are created. No adverse environmental impacts are expected due to the development. No existing wetlands are on site. Low impact development and BMP measures have been followed in the design. Most of the large number of existing trees are being preserved, many of which are specimen ornamentals (see end of REMA report). 5. No traffic or other hazards will be created. No adverse traffic impacts or other hazards are expected resulting from this project. A traffic impact study has been submitted with this application and has a favorable conclusion. 6. The impacts on the capacity of the present and proposed utilities, street, drainage systems, sidewalks, and other elements of the infrastructure will be minimal. Infrastructural capacity impacts are negligible for this small development with minimal land disturbance. 7. There will be minimal or no adverse effects on existing uses in the area. The proposed medical office conversion will not adversely affect the neighboring properties. 8. Surrounding property values will be conserved. Existing property values will be conserved due to this preservation plan. 9. The character of the neighborhood will be maintained or minimally disrupted. The character of the neighborhood will be minimally disrupted and maintained due to the modest size of the proposed development, preservation of most of the trees and the iconic historic building, and sheer distances from other uses. . 10. The general welfare of the community will be served. The general welfare of the community will be served through the development of a new medical office and preservation of this building and landscaped site. 11. There is a balance between neighborhood acceptance and community needs. G:\jobs\5195\Docs\Applications\PZC\5195 SE Narrative.docx The proposed development will supply additional medical care in the community and should be well received by the neighborhood. 12. Historic factors are adequately protected; or due consideration to preservation of historic factors has been demonstrated. The historic structure will be preserved. 13. The overall physical appearance of the proposed development is compatible with surrounding development and the Commission’s goals for the neighborhood/corridor. The proposed low impact development and beautifully landscaped property will remain compatible with the surrounding neighborhood. 14. The architectural design is aesthetically pleasing and blends well into the surrounding area. The historic architectural design is arguably aesthetically pleasing and largely unchanged. 15. Noise created by on site activities, including vehicle equipment noise. Limited sounds discernible to off-site residences will be created by the proposed medical office use. Distances to area residences is significant. Generated vehicular traffic is extremely low volume. Occasional delivery vehicles, property maintenance and normal refuse collection on-site activities are routine. Offensive sounds will be from the Sullivan Avenue traffic, especially during peak periods. In conclusion, 4 Elements Vitality Institute LLC and its design team are proposing a low-impact development which is designed to preserve the historic property’s attributes, serve the local community by offering a variety of medical services to improve patients health, while meeting the requirements of zoning and minimizing any impact on abutting properties. We appreciate the assistance and recommendations from Town staff in preparing this application. Medical Office Building application Abutters List for mailing, 1300 Sullivan Ave and 8 Collins Lane Parcels TOWN OF SOUTH WINDSOR, CONNECTICUT Parcel ID Site Address Owner Name Mailing Address Mailing City Mailing State Mailing Zip 20300009 9 CITYVIEW TERRACE SANSOM FREDERICK M & LOUISE A 9 CITYVIEW TERRACE SOUTH WINDSOR CT 06074- 0000 20300010 10 CITYVIEW TERRACE NAPOLITANO FRANK & JANE 10 CITYVIEW TERRACE SOUTH WINDSOR CT 06074- 0000 20300014 14 CITYVIEW TERRACE SAMSEL THERESA G L/U 14 CITYVIEW TERRACE SOUTH WINDSOR CT 06074- 0000 20300015 15 CITYVIEW TERRACE SEXTON MARINA V & JOHN FRANCIS 15 CITYVIEW TERRACE SOUTH WINDSOR CT 06074- 0000 20300017 17 CITYVIEW TERRACE LACROIX RONALD E & BLANCHE D 17 CITYVIEW TERRACE SOUTH WINDSOR CT 06074- 0000 20300019 19 CITYVIEW TERRACE CLARK JAMES H 19 CITYVIEW TERRACE SOUTH WINDSOR CT 06074- 0000 20300020 20 CITYVIEW TERRACE SCHILLINGER MARILYN S 20 CITYVIEW TERRACE SOUTH WINDSOR CT 06074- 0000 20300021 21 CITYVIEW TERRACE HOBBY DAVID A & JANET B 21 CITYVIEW TERRACE SOUTH WINDSOR CT 06074- 0000 20300022 22 CITYVIEW TERRACE BURNHAM JUDY 22 CITYVIEW TERRACE SOUTH WINDSOR CT 06074- 0000 20300023 23 CITYVIEW TERRACE ALMEIDA ANA 23 CITYVIEW TERRACE SOUTH WINDSOR CT 06074- 0000 20300024 24 CITYVIEW TERRACE STACK SANDRA L & 24 CITYVIEW TERRACE SOUTH WINDSOR CT 06074- 0000 21900002 2 COLLINS LANE TAYLOR THOMAS & SARAH 2 COLLINS LANE SOUTH WINDSOR CT 06074- 0000 21900008 8 COLLINS LANE 4 ELEMENTS VITALITY INSTITUTE LLC 8 COLLINS LANE SOUTH WINDSOR CT 06074- 0000 79800100 100 SAND HILL ROAD SOUTH WINDSOR TOWN OF 1540 SULLIVAN AVENUE SOUTH WINDSOR CT 06074- 0000 87301224 1224 SULLIVAN AVENUE JOHANNES NOLA C 144 GLENWOOD STREET MANCHESTER CT 06040- 0000 87301250 1250 SULLIVAN AVENUE LEDDEN NELSON & OHEMAA A 1250 SULLIVAN AVENUE SOUTH WINDSOR CT 06074- 0000 87301271 1271 SULLIVAN AVENUE SCALORA SEBASTIANO F 1271 SULLIVAN AVENUE SOUTH WINDSOR CT 06074- 0000 87301300 1300 SULLIVAN AVENUE 4 ELEMENTS VITALITY INSTITUTE LLC 8 COLLINS LANE SOUTH 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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 Connecticu t, Massachusetts, & Rhode Island March 28, 2024 Re: Planning & Zoning Applications / Inland Wetlands Agency Application 4 Elements Vitality Institute, LLC 1300 Sullivan Avenue (formerly 8 Collins Lane), South Windsor, Connecticut 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 yours at the above-referenced address. 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 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, Town Planner, at the South Windsor Planning Department at 860-644-2511, ext. 2252. Furthermore, in accordance with Section 7.3b of the “Town of South Windsor Inland Wetlands, Watercourses, and Conservation Regulations”, we are required to notify you that an application has been filed on the property abutting yours at the above-referenced address. The application and plans are on file with the South Windsor Planning Department. 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 & CEO Cc: Town of South Windsor Applicant/Property Owner ©···AKesignrofessionalsesign rofessionals · · · esign rofessionals D D D esignrofessionals©····· · · ©···AKesignrofessionals ©···AKesignrofessionals ©···AKesignrofessionals ©···AKesignrofessionals ©···AKesignrofessionals· · · ’ · · · · ’ · ©···AKesignrofessionals ©···AKesignrofessionalsSTAKE TREES ONLY UPON THE APPROVAL OF THE LANDSCAPE ARCHITECT SEE STAKING DETAIL. WRAP TREE TRUNKS ONLY UPON THE APPROVAL OF THE LANDSCAPE ARCHITECT. SEE WRAPPING DETAIL. DO NOT HEAVILY PRUNE THE TREE AT PLANTING. PRUNE ONLY CROSSOVER LIMBS, CO-DOMINANT LEADERS, AND BROKEN OR DEAD BRANCHES. SOME INTERIOR TWIGS AND LATERAL BRANCHES MAY BE PRUNED; HOWEVER, DO NOT REMOVE THE TERMINAL BUDS OF BRANCHES THAT EXTEND TO THE EDGE OF THE CROWN. NOTE: FOR DIMENSIONS OF PLANTING AREAS, TYPES OF SOIL AMENDMENTS, OR SOIL REPLACEMENT, SEE "SOIL IMPROVEMENT DETAILS." NOTES: MARK THE NORTH SIDE OF THE TREE IN THE NURSERY, AND ROTATE TREE TO FACE NORTH AT THE SITE WHEN EVER POSSIBLE. SET TOP OF ROOT BALL FLUSH TO GRADE OR 25MM-50MM (1"-2") HIGHER IN SLOWLY DRAINING SOILS. MULCH RING, 1800MM (6') DIA. MIN. 2400MM (8') DIA. PREFERRED 50MM (2") MULCH. DO NOT PLACE MULCH IN CONTACT WITH TREE TRUNK. MAINTAIN THE MULCH WEED-FREE FOR A MIN. OF THREE YEARS AFTER PLANTING. EACH TREE MUST BE PLANTED SUCH THAT THE TRUNK FLARE IS VISIBLE AT THE TOP OF THE ROOT BALL. TREES WHERE THE TRUNK FLARE IS NOT VISIBLE SHALL BE REJECTED. DON'T COVER THE TOP OF THE ROOT BALL WITH SOIL. 100MM (4") HIGH EARTH SAUCER BEYOND EDGE OF ROOT BALL. REMOVE ALL TWINE, ROPE, WIRE AND BURLAP FROM TOP HALF OF ROOT BALL. REMOVE COMPLETELY IF SYNTHETIC IS USED. TAMP SOIL AROUND ROOT BALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOT BALL DOESN'T SHIFT. IF PLANT IS SHIPPED WITH A WIRE BASKET AROUND ROOT BALL, CUT THE WIRE BASKET IN FOUR PLACES AND FOLD DOWN 200MM (8") INTO PLANTING HOLE. PLACE ROOT BALL ON UNEXCAVATED OR TAMPED SOIL. 1.NO MULCH WITHIN 3" OF TREE TRUNK 2.THIS DETAIL ASSUMES THAT THE PLANTING SPACE IS LARGER THAN 2400 MM (8 FT.) SQUARE, OPEN TO THE SKY, AND NOT COVERED BY ANY PAVING OR GRATING. WIRE OR CABLE SIZES SHALL BE AS FOLLOWS: TREES UP TO 65 MM (2.5 IN.) CALIPER - 14 GAUGE TREES 65 MM (2.5 IN.) TO 75 MM (3 IN.) CALIPER - 12 GAUGE TIGHTEN WIRE OR CABLE ONLY ENOUGH TO KEEP FROM SLIPPING. ALLOW FOR SOME TRUNK MOVEMENT. PLASTIC HOSE SHALL BE LONG ENOUGH TO ACCOMMODATE 35MM (1.5 IN.) OF GROWTH AND BUFFER ALL BRANCHES FROM THE WIRE. TUCK ANY LOOSE ENDS OF THE WIRE OR CABLE INTO THE WIRE WRAP SO THAT NO SHARP WIRE ENDS ARE EXPOSED. TREES NORMALLY DO NOT NEED TO BE STAKED AND STAKING CAN BE HARMFUL TO THE TREE. STAKING SHOULD BE DONE ONLY WITH THE APPROVAL OF THE LANDSCAPE ARCHITECT IF IT IS EXPECTED THAT THE TREE WILL NOT BE ABLE TO SUPPORT ITSELF. THE FOLLOWING ARE REASONS WHY TREES DO NOT REMAIN STRAIGHT. o TREES WITH POOR QUALITY ROOT BALLS OR ROOT BALLS THAT HAVE BEEN CRACKED OR DAMAGED. REJECT RATHER THAN STAKE. o TREES THAT HAVE GROWN TOO CLOSE TOGETHER IN THE NURSERY, RESULTING IN WEAK TRUNKS. REJECT RATHER THAN STAKE. o PLANTING PROCEDURES THAT DO NOT ADEQUATELY TAMP SOILS AROUND THE ROOT BALL. CORRECT THE PLANTING PROCEDURE. o ROOT BALLS PLACED ON SOFT SOIL. TAMP SOILS UNDER ROOT BALL PRIOR TO PLANTING. o ROOT BALLS WITH VERY SANDY SOIL OR VERY WET CLAY SOIL. STAKING ADVISABLE. o TREES LOCATED IN A PLACE OF EXTREMELY WINDY CONDITIONS. STAKING ADVISABLE. REMOVE ALL STAKING AS SOON AS THE TREE HAS GROWN SUFFICIENT ROOTS TO OVERCOME THE PROBLEM THAT REQUIRED THE TREE TO BE STAKED. STAKES SHALL BE REMOVED NO LATER THE END OF THE FIRST GROWING SEASON AFTER PLANTING. OUTSIDE THE EDGE OF THE ROOT BALL. ASSURE THAT THE BEARING SURFACE OF THE PROTECTIVE COVERING OF THE WIRE OR CABLE AGAINST THE TREE TRUNK IS A MINIMUM OF 12 MM (0.5 IN.). NOTE: ALL STAKES SHALL BE DRIVEN 1200MM (4')13MM (0.5") DIAMETER PLASTIC HOSE GALVANIZED WIRE OR CABLE TWIST WIRE TO TIGHTEN. 2"x2"X8' HARDWOOD STAKES OR OTHER APPROVED STAKE MATERIAL. PAINT TOP 6" OF STAKES ORANGE FOR VISIBILITY. 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 STAKING DETAIL (3" CAL. OR SMALLER)3 Not to Scale SOIL IMPROVEMENT DETAIL2 Not to Scale SHRUB & GROUNDCOVER PLANTING DETAIL4 ©···AKesignrofessionals1" = 20' LANDSCAPE BUFFER CROSS SECTION B-B3 1" = 20' LANDSCAPE BUFFER CROSS SECTION A-A2 1" = 100' KEY PLAN1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 0.2 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 0.4 0.7 0.8 0.5 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 0.8 1.5 1.5 1.4 1.2 0.7 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.1 1.3 0.6 0.2 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 0.3 1.4 2.4 1.8 2.6 1.9 1.1 0.5 0.2 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.8 1.6 1.9 2.4 1.6 1.0 0.4 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.8 1.9 2.8 2.0 2.4 2.2 1.4 0.6 0.4 0.6 0.5 0.2 0.1 0.0 0.0 0.0 0.0 0.5 1.5 2.6 1.9 2.3 2.2 1.1 0.5 0.2 0.2 0.4 0.7 0.4 0.2 0.1 0.1 0.0 0.0 1.5 2.2 2.4 2.1 1.6 0.8 0.4 0.9 1.2 1.5 1.0 0.4 0.2 0.1 0.0 0.0 0.2 0.8 1.5 2.4 2.1 2.3 2.1 1.3 0.5 0.1 0.4 0.9 1.5 1.6 1.1 0.8 0.3 0.1 0.0 1.6 2.3 1.9 1.4 0.5 0.5 1.2 2.1 2.6 1.8 1.2 0.5 0.2 0.0 0.0 0.0 0.2 0.6 1.3 1.7 2.0 2.3 2.0 0.9 0.2 0.1 0.7 1.6 2.1 2.8 2.3 1.2 0.5 0.3 0.6 1.0 1.3 1.2 0.9 0.5 0.8 1.6 1.8 2.7 2.0 1.5 0.9 0.3 0.1 0.0 0.0 0.0 0.1 0.2 0.5 0.9 1.6 1.5 1.5 0.7 0.4 0.4 1.2 2.4 2.0 2.5 1.9 1.4 0.7 0.4 1.1 1.5 2.6 2.0 1.7 1.5 1.5 1.4 1.2 0.7 0.7 1.3 2.0 2.1 2.0 2.8 1.9 0.8 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.7 0.9 1.1 1.1 1.4 1.3 1.8 2.4 2.2 2.6 2.6 1.4 0.4 0.6 1.5 2.3 2.5 2.7 2.1 2.6 2.4 2.2 2.2 1.5 0.9 0.7 1.1 1.8 2.4 2.0 2.4 1.4 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.4 1.0 1.7 2.3 2.4 2.3 2.3 2.0 2.4 1.9 1.2 0.4 1.0 2.1 2.4 0.1 2.0 2.7 3.0 2.5 2.5 2.2 1.8 1.1 0.8 1.1 1.3 1.4 1.4 1.2 0.9 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.3 1.2 1.9 2.2 2.4 2.2 1.8 1.4 1.5 1.1 0.8 0.4 1.0 1.7 2.3 1.9 2.8 2.9 2.5 1.9 2.7 2.0 1.4 0.8 1.1 1.4 1.7 1.3 1.1 0.7 0.4 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.8 1.7 2.4 1.9 2.6 2.7 1.6 0.6 0.5 0.5 0.3 0.3 0.6 1.3 1.3 1.8 1.9 2.0 1.7 2.1 2.6 2.1 1.1 0.8 1.4 2.3 2.7 1.8 1.2 0.6 0.2 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 0.2 0.7 1.3 2.3 2.1 2.2 2.0 0.9 0.1 0.1 0.1 0.1 0.1 0.2 0.4 0.5 0.8 1.1 1.0 0.9 1.2 1.6 1.2 1.1 1.1 1.7 1.8 2.5 2.1 1.5 0.8 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 0.1 0.4 1.0 1.4 1.6 1.5 1.4 0.5 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.3 0.2 0.2 0.3 0.6 0.7 0.8 1.3 2.1 2.2 2.3 2.8 1.7 0.7 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 0.1 0.2 0.4 0.7 0.8 0.6 0.3 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 0.1 0.2 0.5 1.0 1.8 2.3 1.9 2.3 1.1 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 0.0 0.0 0.0 0.1 0.2 0.2 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 0.1 0.2 0.5 0.8 1.2 1.3 1.2 0.7 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.3 0.5 0.5 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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@ 12' A @ 12' A @ 12' A @ 12'©···AKesignrofessionals ©···AKesignrofessionalsNot to Scale ACCESSIBLE PARKING SYMBOL1 Not to Scale ACCESSIBLE PARKING SIGN POST2 Not to Scale VAN ACCESSIBLE PARKING SPACE4 Not to Scale ACCESSIBLE PARKING SIGN3 “ ” · ·” ·“” · · · ©···AKesignrofessionalsNot to Scale BITUMINOUS CONCRETE PAVEMENT SECTION - STANDARD DUTY1 Not to Scale MONOLITHIC CONCRETE CURB & WALK2 Not to Scale CONCRETE SIDEWALK5 Not to Scale BITUMINOUS CONCRETE LIP CURB3 Not to Scale PAINTED STOP BAR4 Not to Scale TRAFFIC SIGN POST6 Not to Scale STOP SIGN7 Not to Scale PARALLEL CONCRETE SIDEWALK RAMP8 Not to Scale DUMPSTER PAD SECTION9 Not to Scale DUMPSTER PAD PLAN11 Not to Scale DUMPSTER ENCLOSURE SECTION Not to Scale DUMPSTER ENCLOSURE SECTION12 Not to Scale EV CHARGING STATION LAYOUT10 Not to Scale CONCRETE BOLLARD13 ©···AKesignrofessionalsNot to Scale ACCESSIBLE RAMP WITH HANDRAILS1 Not to Scale CONCRETE STAIRS WITH HANDRAILS2 Not to Scale PROPOSED BARN ELEVATIONS3 ©···AKesignrofessionalsNot to Scale PAVED LEAK OFF1 Not to Scale RIPRAP SWALE2 Not to Scale WATER QUALITY INFILTRATION BASIN SPILLWAY3 ©···AKesignrofessionalsNot to Scale FRONT ELEVATION1 Not to Scale REAR ELEVATION2 Not to Scale WEST ELEVATION3 Not to Scale EAST ELEVATION4 Stormwater Management Report Medical Office Building 1300 Sullivan Ave South Windsor, CT Prepared for: Dr. Vasanth Kainkaryam 162 Cornerstone Drive South Windsor, CT Prepared by: Design Professionals, Inc. 21 Jeffrey Drive South Windsor, CT March 28, 2024 Table of Contents Section Page Introduction 1 Pre-Development Site Conditions 1 Post-Development Site Conditions 2 Analysis of Results 3 Water Quality 3 Conclusion 3 Appendices A Pre-Development Drainage HydroCAD Report B Post-Development Drainage HydroCAD Report C NRCS Soil Map & Data D NOAA Atlas 14 Rainfall Data E Water Quality Calculations Water Quality Volume, Drain Time, & CN Reduction Calculations Water Quality Infiltration Basin and Forebay Stage Storage Results F Drainage Area Maps Existing Drainage Areas (Pre) & Test Pit Results Proposed Drainage Areas (Post) 1 Introduction Dr. Vasanth Kainkaryam is proposing to develop a 4.78+ acre tract comprising two properties, 8 Collins Lane & 1300 Sullivan Ave in South Windsor, Connecticut. The properties are referenced on the Town of South Windsor Tax Assessors map as GIS PIN: 21900008 & 87301300 for the two properties respectively. The proposed development will include renovation and re-purposing of the existing house located on the 8 Collins Lane Parcel to a Medical Office. A 900+sf addition is also proposed as Phase 2 of the project. A 1,000+ sf Barn is also proposed in the future. Associated site improvements will include, but not be limited to, a new parking area for standard vehicles, sidewalks, landscaping, lighting, utilities, and stormwater management BMPs. Of the 4.47+ acre tract, approximately 1.1+ acres are proposed to be disturbed for improvements to the site. For more information, please refer to the plans entitled “Medical Office Building ~ 1300 Sullivan Avenue (Formally 8 Collins Lane) ~ South Windsor, CT” prepared by Design Professionals, Inc. and dated March 27th, 2024, as amended. Pre-Development Site Conditions The existing surface characteristics of the site can be described as a residential lot surrounded by woodlands. The front of the site along Sullivan Avenue is mostly grass with an existing house and driveway. North of the existing house and driveway are woodland areas that span to the north, east, and west property lines of the 8 Collins Lane Parcel. Collins Lane approaches the site from the east and connects to the existing driveway for the house. The area remaining south of Collins Lane and east of the existing driveway is the parcel known as 1300 Sullivan Avenue. This area is an existing drainage depression with a 15 "culvert connected to the Sullivan Avenue storm sewer system. A review of site survey topography and available online surface data indicated that the watershed for the depression is separate from the watershed draining through the proposed development area. With this, this area was excluded from the analysis. The hydrologic study focused only on the stormwater that was determined to pass through the development area. A review of offsite GIS topography showed a portion of land from the abutting property to the east drains through the development site on the 8 Collins Lane parcel. This area is mostly woodland with some farmland area at the top of the delineated watershed. All runoff passing through the development area flows southwest across the site toward Sullivan Avenue. The south-western corner of the property was selected as the Design Boundary for the drainage study and is indicated as DP1 in the drainage area maps. Existing conditions watershed delineations are identified in the Existing Conditions Drainage Map located in Appendix F. Pre-Development Drainage HydroCAD Report data is located in Appendix A. Based on Natural Resources Conservation Service (NRCS) Hydrologic Soil Group (HSG) mapping, Soil Types A & B, were identified on site. See Appendix C for The NRCS Soil Map & Data. 2 An evaluation was performed to quantify the peak rate of stormwater discharge offsite at DP1. The NRCS TR-55 method was utilized to predict peak rates of runoff and volumes. Peak rates of stormwater runoff discharging to the design point were evaluated for the 2-, 10-, 25-, 50- and 100-year storm events. NOAA Atlas 14 precipitation data was obtained to determine precipitation depths for each rain event. The NOAA Type D rainfall distribution was used for modeling design storms as recommended in the 2024 Connecticut Stormwater Manual. NOAA Atlas 14 precipitation data for the site is included as Appendix D. Post-Development Site Conditions The proposed development will include renovation and re-purposing of the existing house located on the 8 Collins Lane parcel, to a Medical Office. There are also plans for a 900+sf addition and a 1,000+sf Barn in the future. Test pits were conducted in potential basin locations to determine the depth of the seasonal high groundwater table and suitable stormwater BMP measures. The exposed underlying soil strata were observed to identify changes in soil composition and mottling of the soil if encountered. Test pit locations and data are included on the Grading Plan Sheet of the previously referenced plan set. Test pit results indicated no mottling in the planned area for collecting runoff generated from the proposed medical office, building addition, parking areas, and sidewalks around the medical office. Mottling was observed in the planned area for collecting runoff from the proposed driveway and other sidewalks that would sheet flow to it. Runoff from other areas of the site not collected in the basins, will continue to drain towards Sullivan Avenue (DP1) as it does today. Based on test pit data, a water quality infiltration basin is proposed to treat and detain runoff from the parking area where no groundwater was observed. Test Pit-A conducted in this area was excavated to a depth of 78” (ELEV 110.7+) and no mottling was observed. The bottom of the water quality infiltration basin is proposed at ELEV 115.0, more than 3’ above the bottom of the observed test pit. A water quality basin is proposed to treat and detain runoff from the driveway where high groundwater was observed. Test Pit-B conducted in this basin location showed mottling at a depth of 33” (ELEV 113.25+). The bottom of the water quality basin is proposed just above this elevation at ELEV 113.50. The Adjusted Curve Number Method as outlined in Chapter 4 of the 2024 Connecticut Stormwater Manual was used for modeling the watershed area draining to the proposed infiltration basin. The adjusted curve number considering the stored water quality volume provided in the water quality infiltration basin, was determined for 2-yr through 100-yr, 24-hr storm events. Stormwater runoff volumes using the Conventional TR-55 method were also evaluated to determine pre-reduction runoff volumes for these storm events. Conventional TR-55 method Runoff Volumes and Adjusted Curve Number calculation results are included in Appendix B and Appendix E respectively. The determined 100-yr Curve Number reduction was used for all storm events in the final proposed condition model. Water quality infiltration basin drain calculation showing the proposed basin geometry and depth allow a drain time of less than 48 hours is included in Appendix E. The Proposed Conditions 3 Drainage Map for the site is located in Appendix F. The Post-Development Drainage HydroCAD Report is located in Appendix B. Analysis of Results The pre-development and post-development conditions were analyzed using HydroCAD modeling software using National Resource Conservation Service (NRCS) hydrology methods. The discharge location identified as points of interest for assessing downstream effects were modeled to compare existing and proposed site conditions. The following table contains the data generated from the HydroCAD software. Proposed conditions results consider reduced CN results discussed in the Post-Development Site Conditions section above: Reach (cfs) 2 year 10 year 25 year 50 year 100 year DP#1 - Sheet Flow to Sullivan Ave Pre 0.55 4.38 7.65 10.30 13.43 Post 0.55 3.87 6.86 10.11 13.32 As seen in the table above, the project will result in peak runoff rates in the proposed condition that are equal to or less than peak runoff rates of the existing condition for all design storms. Stormwater Management Standard 2 of the 2024 Connecticut Stormwater Quality Manual recommends a 50% reduction of the 2-yr 24hr storm. The proposed condition for the site was not able to meet this requirement due to limitations in outlet configuration flexibility with the proposed earthen spillway type outlets. The earthen outlets are proposed to maintain the existing drainage condition of sheet flow across the front lawn of the property before entering the storm drainage system in Sullivan Avenue. A piped connection to the drainage system in Sullivan ave would provide more outlet flexibility, but would lose the benefit of the low impact development provided with the spillways. The proposed Directly Connected Impervious Area (DCIA) is approximately 820 SF. The 2024 Water Quality Manual allows the 50% reduction to be waived when outlet limitation prevent meeting this condition when the sites DCIA is less than 1 acre. Water Quality The proposed water quality infiltration basin was sized to retain the determined water quality volume for the entire development area to meet Stormwater Management Standard 1. A permanent pool volume below the spillway of the water quality basin was also provided to store the water quality volume for the proposed driveway area. No credit was taken for this permanent pool volume for meeting Standard 1. Both basins are designed with sediment forebays capable of storing over 10% of the water quality volume draining to them for pretreatment of runoff. Water Quality Volume and Stage storage results for both basins and forebays are included in Appendix E. 4 The proposed site plan includes an erosion and sedimentation control plan designed following the 2024 Connecticut Guidelines for Soil Erosion and Sediment Control. Silt fencing, anti- tracking pads, temporary sediment traps, and other E&S measures are proposed to control sediment from construction activities. Refer to the site plan entitled “Medical Office Building ~ 1300 Sullivan Avenue ~ South Windsor, CT'' prepared by Design Professionals, Inc. and dated March 27th, 2024, as amended for erosion control plans, construction sequence, and post- construction stormwater maintenance requirements. The enclosed plans were developed to meet Stormwater Management Standards 3 - 5. 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, is consistent with Town and State requirements, and should not pose any detrimental impacts to the surrounding stormwater conditions. APPENDIX A Watershed Computations (Pre-Development Drainage HydroCAD Report) E1 Existing Conditions Routing Diagram for 5195 HydroCAD-CN Prepared by Daniel Jameson, Printed 3/10/2024 HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link Existing Conditions 5195 HydroCAD-CN Printed 3/10/2024Prepared by Daniel Jameson Page 2HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-yr 24 HR-D NOAA 24-hr D Default 24.00 1 3.13 2 2 10-yr 24 HR-D NOAA 24-hr D Default 24.00 1 4.95 2 3 25-yr 24 HR-D NOAA 24-hr D Default 24.00 1 6.09 2 4 50-yr 24 HR-D NOAA 24-hr D Default 24.00 1 6.92 2 5 100-yr 24 HR-D NOAA 24-hr D Default 24.00 1 7.84 2 Existing Conditions NOAA 24-hr D 2-yr 24 HR-D Rainfall=3.13"5195 HydroCAD-CN Printed 3/10/2024Prepared by Daniel Jameson Page 3HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.03 hrs, 1201 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=247,509 sf 5.11% Impervious Runoff Depth=0.29"Subcatchment E1: Existing Conditions Flow Length=1,080' Tc=15.8 min CN=57 Runoff=0.55 cfs 0.136 af Total Runoff Area = 5.682 ac Runoff Volume = 0.136 af Average Runoff Depth = 0.29" 94.89% Pervious = 5.392 ac 5.11% Impervious = 0.290 ac Existing Conditions NOAA 24-hr D 10-yr 24 HR-D Rainfall=4.95"5195 HydroCAD-CN Printed 3/10/2024Prepared by Daniel Jameson Page 4HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.03 hrs, 1201 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=247,509 sf 5.11% Impervious Runoff Depth=1.08"Subcatchment E1: Existing Conditions Flow Length=1,080' Tc=15.8 min CN=57 Runoff=4.37 cfs 0.510 af Total Runoff Area = 5.682 ac Runoff Volume = 0.510 af Average Runoff Depth = 1.08" 94.89% Pervious = 5.392 ac 5.11% Impervious = 0.290 ac Existing Conditions NOAA 24-hr D 25-yr 24 HR-D Rainfall=6.09"5195 HydroCAD-CN Printed 3/10/2024Prepared by Daniel Jameson Page 5HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.03 hrs, 1201 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=247,509 sf 5.11% Impervious Runoff Depth=1.73"Subcatchment E1: Existing Conditions Flow Length=1,080' Tc=15.8 min CN=57 Runoff=7.64 cfs 0.820 af Total Runoff Area = 5.682 ac Runoff Volume = 0.820 af Average Runoff Depth = 1.73" 94.89% Pervious = 5.392 ac 5.11% Impervious = 0.290 ac Existing Conditions NOAA 24-hr D 50-yr 24 HR-D Rainfall=6.92"5195 HydroCAD-CN Printed 3/10/2024Prepared by Daniel Jameson Page 6HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.03 hrs, 1201 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=247,509 sf 5.11% Impervious Runoff Depth=2.26"Subcatchment E1: Existing Conditions Flow Length=1,080' Tc=15.8 min CN=57 Runoff=10.30 cfs 1.070 af Total Runoff Area = 5.682 ac Runoff Volume = 1.070 af Average Runoff Depth = 2.26" 94.89% Pervious = 5.392 ac 5.11% Impervious = 0.290 ac Existing Conditions NOAA 24-hr D 100-yr 24 HR-D Rainfall=7.84"5195 HydroCAD-CN Printed 3/10/2024Prepared by Daniel Jameson Page 7HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.03 hrs, 1201 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=247,509 sf 5.11% Impervious Runoff Depth=2.89"Subcatchment E1: Existing Conditions Flow Length=1,080' Tc=15.8 min CN=57 Runoff=13.42 cfs 1.368 af Total Runoff Area = 5.682 ac Runoff Volume = 1.368 af Average Runoff Depth = 2.89" 94.89% Pervious = 5.392 ac 5.11% Impervious = 0.290 ac Existing Conditions NOAA 24-hr D 2-yr 24 HR-D Rainfall=3.13"5195 HydroCAD-CN Printed 3/10/2024Prepared by Daniel Jameson Page 8HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E1: Existing Conditions Runoff = 0.55 cfs @ 12.37 hrs, Volume= 0.136 af, Depth= 0.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.03 hrs NOAA 24-hr D 2-yr 24 HR-D Rainfall=3.13" Area (sf) CN Description 189 30 Brush, Good, HSG A 22,574 48 Brush, Good, HSG B 763 39 >75% Grass cover, Good, HSG A 75,401 61 >75% Grass cover, Good, HSG B 26,156 58 Meadow, non-grazed, HSG B 20,395 30 Woods, Good, HSG A 89,382 55 Woods, Good, HSG B * 12,649 98 IMPERVIOUS 247,509 57 Weighted Average 234,860 94.89% Pervious Area 12,649 5.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.5 100 0.0419 0.47 Sheet Flow, Farmland SF Cultivated: Residue<=20% n= 0.060 P2= 3.13" 1.1 102 0.0316 1.60 Shallow Concentrated Flow, Farmland SCF Cultivated Straight Rows Kv= 9.0 fps 10.8 836 0.0671 1.30 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 0.4 42 0.0671 1.81 Shallow Concentrated Flow, Grass SCF Short Grass Pasture Kv= 7.0 fps 15.8 1,080 Total Existing Conditions NOAA 24-hr D 2-yr 24 HR-D Rainfall=3.13"5195 HydroCAD-CN Printed 3/10/2024Prepared by Daniel Jameson Page 9HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Subcatchment E1: Existing Conditions Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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 NOAA 24-hr D 2-yr 24 HR-D Rainfall=3.13" Runoff Area=247,509 sf Runoff Volume=0.136 af Runoff Depth=0.29" Flow Length=1,080' Tc=15.8 min CN=57 0.55 cfs Existing Conditions NOAA 24-hr D 10-yr 24 HR-D Rainfall=4.95"5195 HydroCAD-CN Printed 3/10/2024Prepared by Daniel Jameson Page 10HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Subcatchment E1: Existing Conditions Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 NOAA 24-hr D 10-yr 24 HR-D Rainfall=4.95" Runoff Area=247,509 sf Runoff Volume=0.510 af Runoff Depth=1.08" Flow Length=1,080' Tc=15.8 min CN=57 4.37 cfs Existing Conditions NOAA 24-hr D 25-yr 24 HR-D Rainfall=6.09"5195 HydroCAD-CN Printed 3/10/2024Prepared by Daniel Jameson Page 11HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Subcatchment E1: Existing Conditions Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)8 7 6 5 4 3 2 1 0 NOAA 24-hr D 25-yr 24 HR-D Rainfall=6.09" Runoff Area=247,509 sf Runoff Volume=0.820 af Runoff Depth=1.73" Flow Length=1,080' Tc=15.8 min CN=57 7.64 cfs Existing Conditions NOAA 24-hr D 50-yr 24 HR-D Rainfall=6.92"5195 HydroCAD-CN Printed 3/10/2024Prepared by Daniel Jameson Page 12HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Subcatchment E1: Existing Conditions Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 50-yr 24 HR-D Rainfall=6.92" Runoff Area=247,509 sf Runoff Volume=1.070 af Runoff Depth=2.26" Flow Length=1,080' Tc=15.8 min CN=57 10.30 cfs Existing Conditions NOAA 24-hr D 100-yr 24 HR-D Rainfall=7.84"5195 HydroCAD-CN Printed 3/10/2024Prepared by Daniel Jameson Page 13HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Subcatchment E1: Existing Conditions Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 100-yr 24 HR-D Rainfall=7.84" Runoff Area=247,509 sf Runoff Volume=1.368 af Runoff Depth=2.89" Flow Length=1,080' Tc=15.8 min CN=57 13.42 cfs APPENDIX B Watershed Computations (Post-Development Drainage HydroCAD Report) CONVENTION TR-55 P1 Existing Conditions P2 Parking Lot P3 Drive Way PP1 Driveway WQIB PP2 Driveway WQB DP1 DP1 Routing Diagram for 5195 HydroCAD-CN Prepared by Daniel Jameson, Printed 3/26/2024 HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Condition (Conventional TR-55) NOAA 24-hr D 2-yr 24 HR-D Rainfall=3.13"5195 HydroCAD-CN Printed 3/26/2024Prepared by Daniel Jameson Page 2HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=219,293 sf 3.37% Impervious Runoff Depth=0.23"Subcatchment P1: Existing Conditions Tc=15.4 min CN=55 Runoff=0.30 cfs 0.097 af Runoff Area=13,858 sf 76.67% Impervious Runoff Depth=2.02"Subcatchment P2: Parking Lot Tc=6.0 min CN=89 Runoff=0.74 cfs 0.053 af Runoff Area=14,361 sf 53.02% Impervious Runoff Depth=1.41"Subcatchment P3: Drive Way Tc=6.0 min CN=81 Runoff=0.55 cfs 0.039 af Peak Elev=116.91' Storage=1,948 cf Inflow=0.74 cfs 0.053 afPond PP1: Driveway WQIB Outflow=0.02 cfs 0.009 af Peak Elev=114.86' Storage=1,099 cf Inflow=0.55 cfs 0.039 afPond PP2: Driveway WQB Outflow=0.52 cfs 0.039 af Inflow=0.55 cfs 0.145 afLink DP1: DP1 Primary=0.55 cfs 0.145 af Total Runoff Area = 5.682 ac Runoff Volume = 0.189 af Average Runoff Depth = 0.40" 89.65% Pervious = 5.094 ac 10.35% Impervious = 0.588 ac Proposed Condition (Conventional TR-55) NOAA 24-hr D 10-yr 24 HR-D Rainfall=4.95"5195 HydroCAD-CN Printed 3/26/2024Prepared by Daniel Jameson Page 3HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=219,293 sf 3.37% Impervious Runoff Depth=0.96"Subcatchment P1: Existing Conditions Tc=15.4 min CN=55 Runoff=3.29 cfs 0.401 af Runoff Area=13,858 sf 76.67% Impervious Runoff Depth=3.72"Subcatchment P2: Parking Lot Tc=6.0 min CN=89 Runoff=1.32 cfs 0.099 af Runoff Area=14,361 sf 53.02% Impervious Runoff Depth=2.94"Subcatchment P3: Drive Way Tc=6.0 min CN=81 Runoff=1.13 cfs 0.081 af Peak Elev=116.97' Storage=2,034 cf Inflow=1.32 cfs 0.099 afPond PP1: Driveway WQIB Outflow=0.65 cfs 0.054 af Peak Elev=114.90' Storage=1,143 cf Inflow=1.13 cfs 0.081 afPond PP2: Driveway WQB Outflow=1.09 cfs 0.081 af Inflow=4.53 cfs 0.536 afLink DP1: DP1 Primary=4.53 cfs 0.536 af Total Runoff Area = 5.682 ac Runoff Volume = 0.580 af Average Runoff Depth = 1.23" 89.65% Pervious = 5.094 ac 10.35% Impervious = 0.588 ac Proposed Condition (Conventional TR-55) NOAA 24-hr D 25-yr 24 HR-D Rainfall=6.09"5195 HydroCAD-CN Printed 3/26/2024Prepared by Daniel Jameson Page 4HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=219,293 sf 3.37% Impervious Runoff Depth=1.57"Subcatchment P1: Existing Conditions Tc=15.4 min CN=55 Runoff=6.05 cfs 0.659 af Runoff Area=13,858 sf 76.67% Impervious Runoff Depth=4.82"Subcatchment P2: Parking Lot Tc=6.0 min CN=89 Runoff=1.69 cfs 0.128 af Runoff Area=14,361 sf 53.02% Impervious Runoff Depth=3.97"Subcatchment P3: Drive Way Tc=6.0 min CN=81 Runoff=1.51 cfs 0.109 af Peak Elev=117.02' Storage=2,114 cf Inflow=1.69 cfs 0.128 afPond PP1: Driveway WQIB Outflow=1.62 cfs 0.083 af Peak Elev=114.92' Storage=1,168 cf Inflow=1.51 cfs 0.109 afPond PP2: Driveway WQB Outflow=1.47 cfs 0.109 af Inflow=7.95 cfs 0.851 afLink DP1: DP1 Primary=7.95 cfs 0.851 af Total Runoff Area = 5.682 ac Runoff Volume = 0.895 af Average Runoff Depth = 1.89" 89.65% Pervious = 5.094 ac 10.35% Impervious = 0.588 ac Proposed Condition (Conventional TR-55) NOAA 24-hr D 50-yr 24 HR-D Rainfall=6.92"5195 HydroCAD-CN Printed 3/26/2024Prepared by Daniel Jameson Page 5HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=219,293 sf 3.37% Impervious Runoff Depth=2.07"Subcatchment P1: Existing Conditions Tc=15.4 min CN=55 Runoff=8.32 cfs 0.870 af Runoff Area=13,858 sf 76.67% Impervious Runoff Depth=5.63"Subcatchment P2: Parking Lot Tc=6.0 min CN=89 Runoff=1.95 cfs 0.149 af Runoff Area=14,361 sf 53.02% Impervious Runoff Depth=4.73"Subcatchment P3: Drive Way Tc=6.0 min CN=81 Runoff=1.79 cfs 0.130 af Peak Elev=117.04' Storage=2,134 cf Inflow=1.95 cfs 0.149 afPond PP1: Driveway WQIB Outflow=1.89 cfs 0.105 af Peak Elev=114.93' Storage=1,185 cf Inflow=1.79 cfs 0.130 afPond PP2: Driveway WQB Outflow=1.74 cfs 0.130 af Inflow=10.53 cfs 1.104 afLink DP1: DP1 Primary=10.53 cfs 1.104 af Total Runoff Area = 5.682 ac Runoff Volume = 1.149 af Average Runoff Depth = 2.43" 89.65% Pervious = 5.094 ac 10.35% Impervious = 0.588 ac Proposed Condition (Conventional TR-55) NOAA 24-hr D 100-yr 24 HR-D Rainfall=7.84"5195 HydroCAD-CN Printed 3/26/2024Prepared by Daniel Jameson Page 6HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=219,293 sf 3.37% Impervious Runoff Depth=2.68"Subcatchment P1: Existing Conditions Tc=15.4 min CN=55 Runoff=11.01 cfs 1.122 af Runoff Area=13,858 sf 76.67% Impervious Runoff Depth=6.53"Subcatchment P2: Parking Lot Tc=6.0 min CN=89 Runoff=2.24 cfs 0.173 af Runoff Area=14,361 sf 53.02% Impervious Runoff Depth=5.59"Subcatchment P3: Drive Way Tc=6.0 min CN=81 Runoff=2.09 cfs 0.154 af Peak Elev=117.05' Storage=2,154 cf Inflow=2.24 cfs 0.173 afPond PP1: Driveway WQIB Outflow=2.18 cfs 0.129 af Peak Elev=114.95' Storage=1,203 cf Inflow=2.09 cfs 0.154 afPond PP2: Driveway WQB Outflow=2.04 cfs 0.154 af Inflow=13.56 cfs 1.405 afLink DP1: DP1 Primary=13.56 cfs 1.405 af Total Runoff Area = 5.682 ac Runoff Volume = 1.449 af Average Runoff Depth = 3.06" 89.65% Pervious = 5.094 ac 10.35% Impervious = 0.588 ac *REDUCED CN (CT 2024 WQ Manual) P1* Existing Conditions P2* Parking Lot (Reduced) P3* Drive Way PP1* Driveway WQIB PP2* Driveway WQB DP1* DP1 Routing Diagram for 5195 HydroCAD-CN Prepared by Daniel Jameson, Printed 3/26/2024 HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Condition (Reduced CN) NOAA 24-hr D 2-yr 24 HR-D Rainfall=3.13"5195 HydroCAD-CN Printed 3/26/2024Prepared by Daniel Jameson Page 2HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=219,293 sf 3.37% Impervious Runoff Depth=0.23"Subcatchment P1*: Existing Conditions Tc=15.4 min CN=55 Runoff=0.30 cfs 0.097 af Runoff Area=13,858 sf 0.00% Impervious Runoff Depth=1.16"Subcatchment P2*: Parking Lot (Reduced) Tc=6.0 min CN=77 Runoff=0.43 cfs 0.031 af Runoff Area=14,361 sf 53.02% Impervious Runoff Depth=1.41"Subcatchment P3*: Drive Way Tc=6.0 min CN=81 Runoff=0.55 cfs 0.039 af Peak Elev=116.44' Storage=1,342 cf Inflow=0.43 cfs 0.031 afPond PP1*: Driveway WQIB Outflow=0.00 cfs 0.000 af Peak Elev=114.86' Storage=1,099 cf Inflow=0.55 cfs 0.039 afPond PP2*: Driveway WQB Outflow=0.52 cfs 0.039 af Inflow=0.55 cfs 0.136 afLink DP1*: DP1 Primary=0.55 cfs 0.136 af Total Runoff Area = 5.682 ac Runoff Volume = 0.166 af Average Runoff Depth = 0.35" 93.94% Pervious = 5.338 ac 6.06% Impervious = 0.344 ac Proposed Condition (Reduced CN) NOAA 24-hr D 10-yr 24 HR-D Rainfall=4.95"5195 HydroCAD-CN Printed 3/26/2024Prepared by Daniel Jameson Page 3HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=219,293 sf 3.37% Impervious Runoff Depth=0.96"Subcatchment P1*: Existing Conditions Tc=15.4 min CN=55 Runoff=3.29 cfs 0.401 af Runoff Area=13,858 sf 0.00% Impervious Runoff Depth=2.58"Subcatchment P2*: Parking Lot (Reduced) Tc=6.0 min CN=77 Runoff=0.97 cfs 0.068 af Runoff Area=14,361 sf 53.02% Impervious Runoff Depth=2.94"Subcatchment P3*: Drive Way Tc=6.0 min CN=81 Runoff=1.13 cfs 0.081 af Peak Elev=116.91' Storage=1,959 cf Inflow=0.97 cfs 0.068 afPond PP1*: Driveway WQIB Outflow=0.06 cfs 0.024 af Peak Elev=114.90' Storage=1,142 cf Inflow=1.13 cfs 0.081 afPond PP2*: Driveway WQB Outflow=1.09 cfs 0.081 af Inflow=3.87 cfs 0.505 afLink DP1*: DP1 Primary=3.87 cfs 0.505 af Total Runoff Area = 5.682 ac Runoff Volume = 0.550 af Average Runoff Depth = 1.16" 93.94% Pervious = 5.338 ac 6.06% Impervious = 0.344 ac Proposed Condition (Reduced CN) NOAA 24-hr D 25-yr 24 HR-D Rainfall=6.09"5195 HydroCAD-CN Printed 3/26/2024Prepared by Daniel Jameson Page 4HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=219,293 sf 3.37% Impervious Runoff Depth=1.57"Subcatchment P1*: Existing Conditions Tc=15.4 min CN=55 Runoff=6.05 cfs 0.659 af Runoff Area=13,858 sf 0.00% Impervious Runoff Depth=3.56"Subcatchment P2*: Parking Lot (Reduced) Tc=6.0 min CN=77 Runoff=1.32 cfs 0.094 af Runoff Area=14,361 sf 53.02% Impervious Runoff Depth=3.97"Subcatchment P3*: Drive Way Tc=6.0 min CN=81 Runoff=1.51 cfs 0.109 af Peak Elev=116.94' Storage=1,996 cf Inflow=1.32 cfs 0.094 afPond PP1*: Driveway WQIB Outflow=0.31 cfs 0.050 af Peak Elev=114.92' Storage=1,167 cf Inflow=1.51 cfs 0.109 afPond PP2*: Driveway WQB Outflow=1.47 cfs 0.109 af Inflow=6.86 cfs 0.817 afLink DP1*: DP1 Primary=6.86 cfs 0.817 af Total Runoff Area = 5.682 ac Runoff Volume = 0.862 af Average Runoff Depth = 1.82" 93.94% Pervious = 5.338 ac 6.06% Impervious = 0.344 ac Proposed Condition (Reduced CN) NOAA 24-hr D 50-yr 24 HR-D Rainfall=6.92"5195 HydroCAD-CN Printed 3/26/2024Prepared by Daniel Jameson Page 5HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=219,293 sf 3.37% Impervious Runoff Depth=2.07"Subcatchment P1*: Existing Conditions Tc=15.4 min CN=55 Runoff=8.32 cfs 0.870 af Runoff Area=13,858 sf 0.00% Impervious Runoff Depth=4.29"Subcatchment P2*: Parking Lot (Reduced) Tc=6.0 min CN=77 Runoff=1.59 cfs 0.114 af Runoff Area=14,361 sf 53.02% Impervious Runoff Depth=4.73"Subcatchment P3*: Drive Way Tc=6.0 min CN=81 Runoff=1.79 cfs 0.130 af Peak Elev=116.98' Storage=2,053 cf Inflow=1.59 cfs 0.114 afPond PP1*: Driveway WQIB Outflow=0.85 cfs 0.069 af Peak Elev=114.93' Storage=1,183 cf Inflow=1.79 cfs 0.130 afPond PP2*: Driveway WQB Outflow=1.74 cfs 0.130 af Inflow=10.11 cfs 1.069 afLink DP1*: DP1 Primary=10.11 cfs 1.069 af Total Runoff Area = 5.682 ac Runoff Volume = 1.114 af Average Runoff Depth = 2.35" 93.94% Pervious = 5.338 ac 6.06% Impervious = 0.344 ac Proposed Condition (Reduced CN) NOAA 24-hr D 100-yr 24 HR-D Rainfall=7.84"5195 HydroCAD-CN Printed 3/26/2024Prepared by Daniel Jameson Page 6HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=219,293 sf 3.37% Impervious Runoff Depth=2.68"Subcatchment P1*: Existing Conditions Tc=15.4 min CN=55 Runoff=11.01 cfs 1.122 af Runoff Area=13,858 sf 0.00% Impervious Runoff Depth=5.13"Subcatchment P2*: Parking Lot (Reduced) Tc=6.0 min CN=77 Runoff=1.88 cfs 0.136 af Runoff Area=14,361 sf 53.02% Impervious Runoff Depth=5.59"Subcatchment P3*: Drive Way Tc=6.0 min CN=81 Runoff=2.09 cfs 0.154 af Peak Elev=117.03' Storage=2,120 cf Inflow=1.88 cfs 0.136 afPond PP1*: Driveway WQIB Outflow=1.70 cfs 0.091 af Peak Elev=114.94' Storage=1,201 cf Inflow=2.09 cfs 0.154 afPond PP2*: Driveway WQB Outflow=2.04 cfs 0.154 af Inflow=13.32 cfs 1.367 afLink DP1*: DP1 Primary=13.32 cfs 1.367 af Total Runoff Area = 5.682 ac Runoff Volume = 1.412 af Average Runoff Depth = 2.98" 93.94% Pervious = 5.338 ac 6.06% Impervious = 0.344 ac Proposed Condition (Reduced CN) NOAA 24-hr D 2-yr 24 HR-D Rainfall=3.13"5195 HydroCAD-CN Printed 3/26/2024Prepared by Daniel Jameson Page 7HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P1*: Existing Conditions Runoff = 0.30 cfs @ 12.48 hrs, Volume= 0.097 af, Depth= 0.23" Routed to Link DP1* : DP1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-yr 24 HR-D Rainfall=3.13" Area (sf) CN Description 189 30 Brush, Good, HSG A 21,601 48 Brush, Good, HSG B 763 39 >75% Grass cover, Good, HSG A 53,830 61 >75% Grass cover, Good, HSG B 26,156 58 Meadow, non-grazed, HSG B 20,395 30 Woods, Good, HSG A 88,971 55 Woods, Good, HSG B * 7,388 98 IMPERVIOUS 219,293 55 Weighted Average 211,905 96.63% Pervious Area 7,388 3.37% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.4 Direct Entry, Subcatchment P1*: Existing Conditions Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 2-yr 24 HR-D Rainfall=3.13" Runoff Area=219,293 sf Runoff Volume=0.097 af Runoff Depth=0.23" Tc=15.4 min CN=55 0.30 cfs Proposed Condition (Reduced CN) NOAA 24-hr D 2-yr 24 HR-D Rainfall=3.13"5195 HydroCAD-CN Printed 3/26/2024Prepared by Daniel Jameson Page 8HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P2*: Parking Lot (Reduced) Runoff = 0.43 cfs @ 12.13 hrs, Volume= 0.031 af, Depth= 1.16" Routed to Pond PP1* : Driveway WQIB Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-yr 24 HR-D Rainfall=3.13" Area (sf) CN Description * 13,858 77 13,858 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P2*: Parking Lot (Reduced) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 NOAA 24-hr D 2-yr 24 HR-D Rainfall=3.13" Runoff Area=13,858 sf Runoff Volume=0.031 af Runoff Depth=1.16" Tc=6.0 min CN=77 0.43 cfs Proposed Condition (Reduced CN) NOAA 24-hr D 2-yr 24 HR-D Rainfall=3.13"5195 HydroCAD-CN Printed 3/26/2024Prepared by Daniel Jameson Page 9HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment P3*: Drive Way Runoff = 0.55 cfs @ 12.13 hrs, Volume= 0.039 af, Depth= 1.41" Routed to Pond PP2* : Driveway WQB Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs NOAA 24-hr D 2-yr 24 HR-D Rainfall=3.13" Area (sf) CN Description 6,747 61 >75% Grass cover, Good, HSG B * 7,614 98 IMPERVIOUS 14,361 81 Weighted Average 6,747 46.98% Pervious Area 7,614 53.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P3*: Drive Way Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (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 NOAA 24-hr D 2-yr 24 HR-D Rainfall=3.13" Runoff Area=14,361 sf Runoff Volume=0.039 af Runoff Depth=1.41" Tc=6.0 min CN=81 0.55 cfs Proposed Condition (Reduced CN) NOAA 24-hr D 2-yr 24 HR-D Rainfall=3.13"5195 HydroCAD-CN Printed 3/26/2024Prepared by Daniel Jameson Page 10HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Summary for Pond PP1*: Driveway WQIB Inflow Area = 0.318 ac, 0.00% Impervious, Inflow Depth = 1.16" for 2-yr 24 HR-D event Inflow = 0.43 cfs @ 12.13 hrs, Volume= 0.031 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link DP1* : DP1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Peak Elev= 116.44' @ 24.36 hrs Surf.Area= 1,202 sf Storage= 1,342 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 115.00' 2,960 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 115.00 682 0 0 682 116.00 1,032 851 851 1,047 117.00 1,438 1,229 2,080 1,471 117.50 2,100 879 2,960 2,138 Device Routing Invert Outlet Devices #1 Primary 116.90'15.0' long + 3.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=115.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Proposed Condition (Reduced CN) NOAA 24-hr D 2-yr 24 HR-D Rainfall=3.13"5195 HydroCAD-CN Printed 3/26/2024Prepared by Daniel Jameson Page 11HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Pond PP1*: Driveway WQIB Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.318 ac Peak Elev=116.44' Storage=1,342 cf 0.43 cfs 0.00 cfs Proposed Condition (Reduced CN) NOAA 24-hr D 2-yr 24 HR-D Rainfall=3.13"5195 HydroCAD-CN Printed 3/26/2024Prepared by Daniel Jameson Page 12HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Summary for Pond PP2*: Driveway WQB Inflow Area = 0.330 ac, 53.02% Impervious, Inflow Depth = 1.41" for 2-yr 24 HR-D event Inflow = 0.55 cfs @ 12.13 hrs, Volume= 0.039 af Outflow = 0.52 cfs @ 12.15 hrs, Volume= 0.039 af, Atten= 5%, Lag= 1.2 min Primary = 0.52 cfs @ 12.15 hrs, Volume= 0.039 af Routed to Link DP1* : DP1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Starting Elev= 114.80' Surf.Area= 1,129 sf Storage= 1,032 cf Peak Elev= 114.86' @ 12.15 hrs Surf.Area= 1,163 sf Storage= 1,099 cf (67 cf above start) Plug-Flow detention time= 336.7 min calculated for 0.015 af (39% of inflow) Center-of-Mass det. time= 4.7 min ( 856.3 - 851.6 ) Volume Invert Avail.Storage Storage Description #1 113.50' 1,976 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 113.50 507 0 0 507 114.00 710 303 303 715 115.00 1,249 967 1,270 1,265 115.50 1,582 706 1,976 1,604 Device Routing Invert Outlet Devices #1 Primary 114.80'15.0' long + 3.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.52 cfs @ 12.15 hrs HW=114.86' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.52 cfs @ 0.59 fps) Proposed Condition (Reduced CN) NOAA 24-hr D 2-yr 24 HR-D Rainfall=3.13"5195 HydroCAD-CN Printed 3/26/2024Prepared by Daniel Jameson Page 13HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Pond PP2*: Driveway WQB Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.330 ac Peak Elev=114.86' Storage=1,099 cf 0.55 cfs 0.52 cfs Proposed Condition (Reduced CN) NOAA 24-hr D 2-yr 24 HR-D Rainfall=3.13"5195 HydroCAD-CN Printed 3/26/2024Prepared by Daniel Jameson Page 14HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Summary for Link DP1*: DP1 Inflow Area = 5.682 ac, 6.06% Impervious, Inflow Depth = 0.29" for 2-yr 24 HR-D event Inflow = 0.55 cfs @ 12.16 hrs, Volume= 0.136 af Primary = 0.55 cfs @ 12.16 hrs, Volume= 0.136 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Link DP1*: DP1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=5.682 ac 0.55 cfs 0.55 cfs Proposed Condition (Reduced CN) NOAA 24-hr D 10-yr 24 HR-D Rainfall=4.95"5195 HydroCAD-CN Printed 3/26/2024Prepared by Daniel Jameson Page 15HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Subcatchment P1*: Existing Conditions Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 NOAA 24-hr D 10-yr 24 HR-D Rainfall=4.95" Runoff Area=219,293 sf Runoff Volume=0.401 af Runoff Depth=0.96" Tc=15.4 min CN=55 3.29 cfs Subcatchment P2*: Parking Lot (Reduced) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 NOAA 24-hr D 10-yr 24 HR-D Rainfall=4.95" Runoff Area=13,858 sf Runoff Volume=0.068 af Runoff Depth=2.58" Tc=6.0 min CN=77 0.97 cfs Proposed Condition (Reduced CN) NOAA 24-hr D 10-yr 24 HR-D Rainfall=4.95"5195 HydroCAD-CN Printed 3/26/2024Prepared by Daniel Jameson Page 16HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Subcatchment P3*: Drive Way Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 NOAA 24-hr D 10-yr 24 HR-D Rainfall=4.95" Runoff Area=14,361 sf Runoff Volume=0.081 af Runoff Depth=2.94" Tc=6.0 min CN=81 1.13 cfs Pond PP1*: Driveway WQIB Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.318 ac Peak Elev=116.91' Storage=1,959 cf 0.97 cfs 0.06 cfs Proposed Condition (Reduced CN) NOAA 24-hr D 10-yr 24 HR-D Rainfall=4.95"5195 HydroCAD-CN Printed 3/26/2024Prepared by Daniel Jameson Page 17HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Pond PP2*: Driveway WQB Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.330 ac Peak Elev=114.90' Storage=1,142 cf 1.13 cfs 1.09 cfs Link DP1*: DP1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=5.682 ac 3.87 cfs 3.87 cfs Proposed Condition (Reduced CN) NOAA 24-hr D 25-yr 24 HR-D Rainfall=6.09"5195 HydroCAD-CN Printed 3/26/2024Prepared by Daniel Jameson Page 18HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Subcatchment P1*: Existing Conditions Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 NOAA 24-hr D 25-yr 24 HR-D Rainfall=6.09" Runoff Area=219,293 sf Runoff Volume=0.659 af Runoff Depth=1.57" Tc=15.4 min CN=55 6.05 cfs Subcatchment P2*: Parking Lot (Reduced) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 NOAA 24-hr D 25-yr 24 HR-D Rainfall=6.09" Runoff Area=13,858 sf Runoff Volume=0.094 af Runoff Depth=3.56" Tc=6.0 min CN=77 1.32 cfs Proposed Condition (Reduced CN) NOAA 24-hr D 25-yr 24 HR-D Rainfall=6.09"5195 HydroCAD-CN Printed 3/26/2024Prepared by Daniel Jameson Page 19HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Subcatchment P3*: Drive Way Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 NOAA 24-hr D 25-yr 24 HR-D Rainfall=6.09" Runoff Area=14,361 sf Runoff Volume=0.109 af Runoff Depth=3.97" Tc=6.0 min CN=81 1.51 cfs Pond PP1*: Driveway WQIB Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.318 ac Peak Elev=116.94' Storage=1,996 cf 1.32 cfs 0.31 cfs Proposed Condition (Reduced CN) NOAA 24-hr D 25-yr 24 HR-D Rainfall=6.09"5195 HydroCAD-CN Printed 3/26/2024Prepared by Daniel Jameson Page 20HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Pond PP2*: Driveway WQB Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.330 ac Peak Elev=114.92' Storage=1,167 cf 1.51 cfs 1.47 cfs Link DP1*: DP1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=5.682 ac 6.86 cfs 6.86 cfs Proposed Condition (Reduced CN) NOAA 24-hr D 50-yr 24 HR-D Rainfall=6.92"5195 HydroCAD-CN Printed 3/26/2024Prepared by Daniel Jameson Page 21HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Subcatchment P1*: Existing Conditions Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 50-yr 24 HR-D Rainfall=6.92" Runoff Area=219,293 sf Runoff Volume=0.870 af Runoff Depth=2.07" Tc=15.4 min CN=55 8.32 cfs Subcatchment P2*: Parking Lot (Reduced) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 NOAA 24-hr D 50-yr 24 HR-D Rainfall=6.92" Runoff Area=13,858 sf Runoff Volume=0.114 af Runoff Depth=4.29" Tc=6.0 min CN=77 1.59 cfs Proposed Condition (Reduced CN) NOAA 24-hr D 50-yr 24 HR-D Rainfall=6.92"5195 HydroCAD-CN Printed 3/26/2024Prepared by Daniel Jameson Page 22HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Subcatchment P3*: Drive Way Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 NOAA 24-hr D 50-yr 24 HR-D Rainfall=6.92" Runoff Area=14,361 sf Runoff Volume=0.130 af Runoff Depth=4.73" Tc=6.0 min CN=81 1.79 cfs Pond PP1*: Driveway WQIB Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.318 ac Peak Elev=116.98' Storage=2,053 cf 1.59 cfs 0.85 cfs Proposed Condition (Reduced CN) NOAA 24-hr D 50-yr 24 HR-D Rainfall=6.92"5195 HydroCAD-CN Printed 3/26/2024Prepared by Daniel Jameson Page 23HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Pond PP2*: Driveway WQB Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.330 ac Peak Elev=114.93' Storage=1,183 cf 1.79 cfs 1.74 cfs Link DP1*: DP1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=5.682 ac 10.11 cfs 10.11 cfs Proposed Condition (Reduced CN) NOAA 24-hr D 100-yr 24 HR-D Rainfall=7.84"5195 HydroCAD-CN Printed 3/26/2024Prepared by Daniel Jameson Page 24HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Subcatchment P1*: Existing Conditions Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 NOAA 24-hr D 100-yr 24 HR-D Rainfall=7.84" Runoff Area=219,293 sf Runoff Volume=1.122 af Runoff Depth=2.68" Tc=15.4 min CN=55 11.01 cfs Subcatchment P2*: Parking Lot (Reduced) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 NOAA 24-hr D 100-yr 24 HR-D Rainfall=7.84" Runoff Area=13,858 sf Runoff Volume=0.136 af Runoff Depth=5.13" Tc=6.0 min CN=77 1.88 cfs Proposed Condition (Reduced CN) NOAA 24-hr D 100-yr 24 HR-D Rainfall=7.84"5195 HydroCAD-CN Printed 3/26/2024Prepared by Daniel Jameson Page 25HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Subcatchment P3*: Drive Way Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 NOAA 24-hr D 100-yr 24 HR-D Rainfall=7.84" Runoff Area=14,361 sf Runoff Volume=0.154 af Runoff Depth=5.59" Tc=6.0 min CN=81 2.09 cfs Pond PP1*: Driveway WQIB Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.318 ac Peak Elev=117.03' Storage=2,120 cf 1.88 cfs 1.70 cfs Proposed Condition (Reduced CN) NOAA 24-hr D 100-yr 24 HR-D Rainfall=7.84"5195 HydroCAD-CN Printed 3/26/2024Prepared by Daniel Jameson Page 26HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Pond PP2*: Driveway WQB Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.330 ac Peak Elev=114.94' Storage=1,201 cf 2.09 cfs 2.04 cfs Link DP1*: DP1 Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=5.682 ac 13.32 cfs 13.32 cfs Proposed Condition (Reduced CN) NOAA 24-hr D 100-yr 24 HR-D Rainfall=7.84"5195 HydroCAD-CN Printed 3/26/2024Prepared by Daniel Jameson Page 27HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Summary for Pond PP1*: Driveway WQIB Inflow Area = 0.318 ac, 0.00% Impervious, Inflow Depth = 5.13" for 100-yr 24 HR-D event Inflow = 1.88 cfs @ 12.13 hrs, Volume= 0.136 af Outflow = 1.70 cfs @ 12.16 hrs, Volume= 0.091 af, Atten= 10%, Lag= 2.0 min Primary = 1.70 cfs @ 12.16 hrs, Volume= 0.091 af Routed to Link DP1* : DP1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Peak Elev= 117.03' @ 12.16 hrs Surf.Area= 1,471 sf Storage= 2,120 cf Plug-Flow detention time= 180.8 min calculated for 0.091 af (67% of inflow) Center-of-Mass det. time= 74.3 min ( 892.7 - 818.3 ) Volume Invert Avail.Storage Storage Description #1 115.00' 2,960 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 115.00 682 0 0 682 116.00 1,032 851 851 1,047 117.00 1,438 1,229 2,080 1,471 117.50 2,100 879 2,960 2,138 Device Routing Invert Outlet Devices #1 Primary 116.90'15.0' long + 3.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=1.68 cfs @ 12.16 hrs HW=117.03' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 1.68 cfs @ 0.86 fps) Proposed Condition (Reduced CN) NOAA 24-hr D 100-yr 24 HR-D Rainfall=7.84"5195 HydroCAD-CN Printed 3/26/2024Prepared by Daniel Jameson Page 28HydroCAD® 10.20-3c s/n 13041 © 2023 HydroCAD Software Solutions LLC Summary for Pond PP2*: Driveway WQB Inflow Area = 0.330 ac, 53.02% Impervious, Inflow Depth = 5.59" for 100-yr 24 HR-D event Inflow = 2.09 cfs @ 12.13 hrs, Volume= 0.154 af Outflow = 2.04 cfs @ 12.14 hrs, Volume= 0.154 af, Atten= 2%, Lag= 0.8 min Primary = 2.04 cfs @ 12.14 hrs, Volume= 0.154 af Routed to Link DP1* : DP1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Starting Elev= 114.80' Surf.Area= 1,129 sf Storage= 1,032 cf Peak Elev= 114.94' @ 12.14 hrs Surf.Area= 1,215 sf Storage= 1,201 cf (169 cf above start) Plug-Flow detention time= 111.2 min calculated for 0.130 af (85% of inflow) Center-of-Mass det. time= 3.1 min ( 811.1 - 808.0 ) Volume Invert Avail.Storage Storage Description #1 113.50' 1,976 cf Custom Stage Data (Conic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 113.50 507 0 0 507 114.00 710 303 303 715 115.00 1,249 967 1,270 1,265 115.50 1,582 706 1,976 1,604 Device Routing Invert Outlet Devices #1 Primary 114.80'15.0' long + 3.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=2.03 cfs @ 12.14 hrs HW=114.94' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 2.03 cfs @ 0.92 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, Western Part Natural Resources Conservation Service February 19, 2024 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 State of Connecticut, Western Part.................................................................13 28A—Elmridge fine sandy loam, 0 to 3 percent slopes...............................13 30A—Branford silt loam, 0 to 3 percent slopes...........................................15 37E—Manchester gravelly sandy loam, 15 to 45 percent slopes...............17 108—Saco silt loam, frequently ponded, 0 to 2 percent slopes, frequently flooded.................................................................................18 306—Udorthents-Urban land complex........................................................20 308—Udorthents, smoothed.......................................................................21 702A—Tisbury silt loam, 0 to 3 percent slopes...........................................23 704A—Enfield silt loam, 0 to 3 percent slopes............................................24 704B—Enfield silt loam, 3 to 8 percent slopes............................................26 704C—Enfield silt loam, 8 to 15 percent slopes..........................................28 Soil Information for All Uses...............................................................................30 Soil Properties and Qualities..............................................................................30 Soil Qualities and Features.............................................................................30 Hydrologic Soil Group.................................................................................30 References............................................................................................................35 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9 Custom Soil Resource Report Soil Map 4634480463455046346204634690463476046348304634480463455046346204634690463476046348304634900702590 702660 702730 702800 702870 702940 703010 703080 703150 703220 702590 702660 702730 702800 702870 702940 703010 703080 703150 703220 41° 50' 23'' N 72° 33' 37'' W41° 50' 23'' N72° 33' 7'' W41° 50' 9'' N 72° 33' 37'' W41° 50' 9'' N 72° 33' 7'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 150 300 600 900 Feet 0 45 90 180 270 Meters Map Scale: 1:3,110 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, Western Part Survey Area Data: Version 1, Sep 15, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 14, 2022—Oct 6, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 28A Elmridge fine sandy loam, 0 to 3 percent slopes 4.7 10.5% 30A Branford silt loam, 0 to 3 percent slopes 1.2 2.7% 37E Manchester gravelly sandy loam, 15 to 45 percent slopes 4.1 9.0% 108 Saco silt loam, frequently ponded, 0 to 2 percent slopes, frequently flooded 0.2 0.5% 306 Udorthents-Urban land complex 3.2 7.2% 308 Udorthents, smoothed 3.4 7.6% 702A Tisbury silt loam, 0 to 3 percent slopes 0.3 0.6% 704A Enfield silt loam, 0 to 3 percent slopes 15.6 34.6% 704B Enfield silt loam, 3 to 8 percent slopes 9.1 20.1% 704C Enfield silt loam, 8 to 15 percent slopes 3.2 7.2% Totals for Area of Interest 45.2 100.0% 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 Custom Soil Resource Report 11 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, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 State of Connecticut, Western Part 28A—Elmridge fine sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 9lm0 Elevation: 0 to 1,260 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 250 days Farmland classification: All areas are prime farmland Map Unit Composition Elmridge and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Elmridge Setting Landform:Terraces Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Linear Parent material:Coarse-loamy eolian sands over clayey glaciolacustrine deposits Typical profile Ap - 0 to 6 inches: fine sandy loam Bw1 - 6 to 10 inches: fine sandy loam Bw2 - 10 to 18 inches: fine sandy loam Bw3 - 18 to 25 inches: sandy loam 2C - 25 to 65 inches: silty clay Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Moderately well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat):Very low to moderately low (0.00 to 0.06 in/hr) Depth to water table:About 18 to 30 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 9.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: D Ecological site: F145XY006CT - Semi-Rich Moist Lake Plain Hydric soil rating: No Custom Soil Resource Report 13 Minor Components Ninigret Percent of map unit:4 percent Landform:Outwash terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Concave Ecological site:F144AY026CT - Moist Silty Outwash Hydric soil rating: No Brancroft Percent of map unit:4 percent Landform:Terraces Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Linear Ecological site:F145XY005MA - Moist Lake Plain Hydric soil rating: No Belgrade Percent of map unit:4 percent Landform:Terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Ecological site:F145XY006CT - Semi-Rich Moist Lake Plain Hydric soil rating: No Scitico Percent of map unit:2 percent Landform:Terraces Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Ecological site:F145XY004CT - Wet Lake Plain Hydric soil rating: Yes Shaker Percent of map unit:2 percent Landform:Terraces Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Ecological site:F145XY004CT - Wet Lake Plain Hydric soil rating: Yes Sudbury Percent of map unit:2 percent Landform:Outwash plains Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Linear Ecological site:F144AY027MA - Moist Sandy Outwash Hydric soil rating: No Custom Soil Resource Report 14 Berlin Percent of map unit:1 percent Landform:Terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Ecological site:F145XY006CT - Semi-Rich Moist Lake Plain Hydric soil rating: No Maybid Percent of map unit:1 percent Landform:Depressions Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Concave Ecological site:F145XY004CT - Wet Lake Plain Hydric soil rating: Yes 30A—Branford silt loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 9lmk Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Branford and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Branford Setting Landform:Outwash plains, terraces Down-slope shape:Linear Across-slope shape:Linear Parent material:Coarse-loamy eolian deposits over sandy and gravelly glaciofluvial deposits derived from sandstone and shale and/or basalt Typical profile Ap - 0 to 8 inches: silt loam Bw1 - 8 to 18 inches: loam Bw2 - 18 to 24 inches: gravelly loam 2C - 24 to 65 inches: stratified very gravelly coarse sand to loamy fine sand Properties and qualities Slope:0 to 3 percent Custom Soil Resource Report 15 Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.57 to 1.98 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Low (about 5.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 1 Hydrologic Soil Group: B Ecological site: F145XY009CT - Well Drained Outwash Hydric soil rating: No Minor Components Haven Percent of map unit:5 percent Landform:Outwash plains, terraces Down-slope shape:Convex Across-slope shape:Linear Hydric soil rating: No Enfield Percent of map unit:5 percent Landform:Outwash plains, terraces Down-slope shape:Convex Across-slope shape:Linear Hydric soil rating: No Ellington Percent of map unit:5 percent Landform:Outwash plains, terraces Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Manchester Percent of map unit:3 percent Landform:Eskers, kames, outwash plains, terraces Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Hartford Percent of map unit:2 percent Landform:Outwash plains, terraces Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Custom Soil Resource Report 16 37E—Manchester gravelly sandy loam, 15 to 45 percent slopes Map Unit Setting National map unit symbol: 9ln7 Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: Not prime farmland Map Unit Composition Manchester and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Manchester Setting Landform:Eskers, kames, outwash plains, terraces Down-slope shape:Convex Across-slope shape:Convex Parent material:Sandy and gravelly glaciofluvial deposits derived from sandstone and shale and/or basalt Typical profile Ap - 0 to 9 inches: gravelly sandy loam Bw - 9 to 18 inches: gravelly loamy sand C - 18 to 65 inches: stratified extremely gravelly coarse sand to very gravelly loamy sand Properties and qualities Slope:15 to 45 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat):High to very high (5.95 to 19.98 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Very low (about 2.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: A Ecological site: F145XY008MA - Dry Outwash Hydric soil rating: No Custom Soil Resource Report 17 Minor Components Hartford Percent of map unit:5 percent Landform:Outwash plains, terraces Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Branford Percent of map unit:5 percent Landform:Outwash plains, terraces Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Penwood Percent of map unit:5 percent Landform:Outwash plains, terraces Down-slope shape:Convex Across-slope shape:Linear Hydric soil rating: No Walpole Percent of map unit:3 percent Landform:Depressions on terraces, drainageways on terraces Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Scitico Percent of map unit:2 percent Landform:Depressions, drainageways, terraces Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes 108—Saco silt loam, frequently ponded, 0 to 2 percent slopes, frequently flooded Map Unit Setting National map unit symbol: 9ljv Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: Not prime farmland Map Unit Composition Saco and similar soils:82 percent Custom Soil Resource Report 18 Minor components:18 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Saco Setting Landform:Flood plains Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Concave Parent material:Coarse-silty alluvium over sandy alluvium Typical profile A - 0 to 12 inches: silt loam Cg1 - 12 to 32 inches: silt loam Cg2 - 32 to 48 inches: silt loam 2Cg3 - 48 to 60 inches: stratified very gravelly coarse sand to loamy fine sand Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:More than 80 inches Drainage class:Very poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.57 to 1.98 in/hr) Depth to water table:About 0 to 6 inches Frequency of flooding:Frequent Frequency of ponding:Frequent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: High (about 10.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 5w Hydrologic Soil Group: B/D Ecological site: F144AY015NY - Wet Silty Low Floodplain Hydric soil rating: Yes Minor Components Lim Percent of map unit:5 percent Landform:Flood plains Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Concave Ecological site:F144AY015NY - Wet Silty Low Floodplain Hydric soil rating: Yes Bash Percent of map unit:5 percent Landform:Flood plains Down-slope shape:Concave Across-slope shape:Concave Ecological site:F144AY015NY - Wet Silty Low Floodplain Hydric soil rating: Yes Custom Soil Resource Report 19 Rippowam Percent of map unit:5 percent Landform:Flood plains Landform position (three-dimensional):Dip Down-slope shape:Linear Across-slope shape:Concave Ecological site:F144AY014CT - Wet Sandy Low Floodplain Hydric soil rating: Yes Winooski Percent of map unit:3 percent Landform:Flood plains Landform position (three-dimensional):Talf Down-slope shape:Concave Across-slope shape:Concave Ecological site:F145XY002MA - Silty Low Floodplain Hydric soil rating: No 306—Udorthents-Urban land complex Map Unit Setting National map unit symbol: 9lmg Elevation: 0 to 2,000 feet Mean annual precipitation: 43 to 56 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 120 to 185 days Farmland classification: Not prime farmland Map Unit Composition Udorthents and similar soils:50 percent Urban land:39 percent Minor components:11 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Udorthents Setting Parent material:Human-transported material Typical profile ^A - 0 to 5 inches: loam ^C1 - 5 to 21 inches: gravelly loam ^C2 - 21 to 79 inches: very gravelly sandy loam Properties and qualities Slope:0 to 25 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Medium Custom Soil Resource Report 20 Capacity of the most limiting layer to transmit water (Ksat):Very low to high (0.00 to 1.98 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Hydric soil rating: No Description of Urban Land Typical profile M - 0 to 6 inches: cemented material Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydrologic Soil Group: D Hydric soil rating: Unranked Minor Components Udorthents, wet substratum Percent of map unit:9 percent Hydric soil rating: No Rock outcrop Percent of map unit:2 percent Landform:Hills Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No 308—Udorthents, smoothed Map Unit Setting National map unit symbol: 9lmj Elevation: 0 to 2,000 feet Mean annual precipitation: 43 to 56 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 120 to 185 days Farmland classification: Not prime farmland Map Unit Composition Udorthents and similar soils:87 percent Minor components:13 percent Custom Soil Resource Report 21 Estimates are based on observations, descriptions, and transects of the mapunit. Description of Udorthents Setting Down-slope shape:Convex Across-slope shape:Linear Parent material:Human-transported material Typical profile ^A - 0 to 5 inches: loam ^C1 - 5 to 21 inches: gravelly loam ^C2 - 21 to 79 inches: very gravelly sandy loam Properties and qualities Slope:0 to 35 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Very low to high (0.00 to 1.98 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Hydric soil rating: No Minor Components Udorthents, wet substratum Percent of map unit:7 percent Hydric soil rating: No Urban land Percent of map unit:5 percent Hydric soil rating: No Rock outcrop Percent of map unit:1 percent Landform:Hills Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Custom Soil Resource Report 22 702A—Tisbury silt loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2y07g 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 Tisbury and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Tisbury Setting Landform:Valley trains, outwash plains, deltas, outwash terraces Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Parent material:Coarse-silty eolian deposits over sandy and gravelly glaciofluvial deposits derived from granite, schist, and/or gneiss Typical profile Ap - 0 to 8 inches: silt loam Bw1 - 8 to 18 inches: silt loam Bw2 - 18 to 26 inches: silt loam 2C - 26 to 65 inches: extremely gravelly sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:24 to 36 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 16 to 30 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 4.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: B/D Ecological site: F144AY026CT - Moist Silty Outwash Custom Soil Resource Report 23 Hydric soil rating: No Minor Components Merrimac Percent of map unit:5 percent Landform:Kames, eskers, moraines, outwash terraces, outwash plains 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:Kames, moraines, outwash terraces, outwash plains, kame terraces 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 Ninigret Percent of map unit:3 percent Landform:Outwash terraces, kames, moraines, outwash plains, kame terraces Landform position (two-dimensional):Footslope, toeslope Landform position (three-dimensional):Base slope, tread Down-slope shape:Linear, convex Across-slope shape:Concave, convex Hydric soil rating: No Raypol Percent of map unit:2 percent Landform:Depressions, drainageways Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes 704A—Enfield silt loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2y07p Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Enfield and similar soils:85 percent Minor components:15 percent Custom Soil Resource Report 24 Estimates are based on observations, descriptions, and transects of the mapunit. Description of Enfield Setting Landform:Outwash terraces, outwash plains Landform position (three-dimensional):Tread Down-slope shape:Convex Across-slope shape:Linear Parent material:Coarse-silty eolian deposits over sandy and gravelly glaciofluvial deposits derived from granite, schist, and/or gneiss Typical profile Ap - 0 to 7 inches: silt loam Bw1 - 7 to 15 inches: silt loam Bw2 - 15 to 25 inches: silt loam 2C - 25 to 60 inches: stratified very gravelly coarse sand to loamy sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:16 to 39 inches to strongly contrasting textural stratification Drainage class:Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.57 to 1.98 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Low (about 4.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 1 Hydrologic Soil Group: B Ecological site: F145XY009CT - Well Drained Outwash Hydric soil rating: No Minor Components Haven Percent of map unit:5 percent Landform:Outwash terraces, outwash plains Landform position (three-dimensional):Tread Down-slope shape:Convex Across-slope shape:Linear Hydric soil rating: No Tisbury Percent of map unit:5 percent Landform:Outwash plains, deltas, valley trains, outwash terraces Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: No Agawam Percent of map unit:3 percent Custom Soil Resource Report 25 Landform:Kames, moraines, outwash terraces, outwash plains, kame terraces 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 Raypol Percent of map unit:2 percent Landform:Depressions, drainageways Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes 704B—Enfield silt loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2y07q Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Enfield and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Enfield Setting Landform:Outwash terraces, outwash plains Landform position (three-dimensional):Tread Down-slope shape:Convex Across-slope shape:Linear Parent material:Coarse-silty eolian deposits over sandy and gravelly glaciofluvial deposits derived from granite, schist, and/or gneiss Typical profile Ap - 0 to 7 inches: silt loam Bw1 - 7 to 15 inches: silt loam Bw2 - 15 to 25 inches: silt loam 2C - 25 to 60 inches: stratified very gravelly coarse sand to loamy sand Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:16 to 39 inches to strongly contrasting textural stratification Drainage class:Well drained Runoff class: Low Custom Soil Resource Report 26 Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.57 to 1.98 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Low (about 4.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: B Ecological site: F145XY009CT - Well Drained Outwash Hydric soil rating: No Minor Components Haven Percent of map unit:5 percent Landform:Outwash plains, outwash terraces Landform position (three-dimensional):Tread Down-slope shape:Convex Across-slope shape:Linear Hydric soil rating: No Tisbury Percent of map unit:5 percent Landform:Outwash plains, deltas, valley trains, outwash terraces Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: No Agawam Percent of map unit:3 percent Landform:Kames, moraines, outwash terraces, outwash plains, kame terraces Landform position (two-dimensional):Backslope, shoulder, footslope, summit, toeslope Landform position (three-dimensional):Side slope, crest, head slope, nose slope, tread Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Raypol Percent of map unit:2 percent Landform:Depressions, drainageways Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Custom Soil Resource Report 27 704C—Enfield silt loam, 8 to 15 percent slopes Map Unit Setting National map unit symbol: 2y07r Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: Farmland of statewide importance Map Unit Composition Enfield and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Enfield Setting Landform:Outwash terraces, outwash plains Landform position (three-dimensional):Riser Down-slope shape:Convex Across-slope shape:Linear Parent material:Coarse-silty eolian deposits over sandy and gravelly glaciofluvial deposits derived from granite, schist, and/or gneiss Typical profile Ap - 0 to 7 inches: silt loam Bw1 - 7 to 15 inches: silt loam Bw2 - 15 to 25 inches: silt loam 2C - 25 to 60 inches: stratified very gravelly coarse sand to loamy sand Properties and qualities Slope:8 to 15 percent Depth to restrictive feature:16 to 39 inches to strongly contrasting textural stratification Drainage class:Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.57 to 1.98 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Low (about 4.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: B Ecological site: F145XY009CT - Well Drained Outwash Hydric soil rating: No Custom Soil Resource Report 28 Minor Components Haven Percent of map unit:5 percent Landform:Outwash plains, outwash terraces Landform position (three-dimensional):Riser Down-slope shape:Convex Across-slope shape:Linear Hydric soil rating: No Tisbury Percent of map unit:5 percent Landform:Outwash plains, deltas, valley trains, outwash terraces Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: No Agawam Percent of map unit:3 percent Landform:Kames, moraines, outwash terraces, outwash plains, kame terraces Landform position (two-dimensional):Backslope, shoulder, footslope Landform position (three-dimensional):Side slope, crest, nose slope, head slope, riser Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Raypol Percent of map unit:2 percent Landform:Depressions, drainageways Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Custom Soil Resource Report 29 Soil Information for All Uses Soil Properties and Qualities The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table for the soil map units in the selected area of interest. A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components. This aggregation process is defined for each property or quality. Soil Qualities and Features Soil qualities are behavior and performance attributes that are not directly measured, but are inferred from observations of dynamic conditions and from soil properties. Example soil qualities include natural drainage, and frost action. Soil features are attributes that are not directly part of the soil. Example soil features include slope and depth to restrictive layer. These features can greatly impact the use and management of the soil. Hydrologic Soil Group Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. 30 Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Custom Soil Resource Report 31 32 Custom Soil Resource Report Map—Hydrologic Soil Group 4634480463455046346204634690463476046348304634480463455046346204634690463476046348304634900702590 702660 702730 702800 702870 702940 703010 703080 703150 703220 702590 702660 702730 702800 702870 702940 703010 703080 703150 703220 41° 50' 23'' N 72° 33' 37'' W41° 50' 23'' N72° 33' 7'' W41° 50' 9'' N 72° 33' 37'' W41° 50' 9'' N 72° 33' 7'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 150 300 600 900 Feet 0 45 90 180 270 Meters Map Scale: 1:3,110 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: State of Connecticut, Western Part Survey Area Data: Version 1, Sep 15, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 14, 2022—Oct 6, 2022 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 33 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 28A Elmridge fine sandy loam, 0 to 3 percent slopes D 4.7 10.5% 30A Branford silt loam, 0 to 3 percent slopes B 1.2 2.7% 37E Manchester gravelly sandy loam, 15 to 45 percent slopes A 4.1 9.0% 108 Saco silt loam, frequently ponded, 0 to 2 percent slopes, frequently flooded B/D 0.2 0.5% 306 Udorthents-Urban land complex B 3.2 7.2% 308 Udorthents, smoothed B 3.4 7.6% 702A Tisbury silt loam, 0 to 3 percent slopes B/D 0.3 0.6% 704A Enfield silt loam, 0 to 3 percent slopes B 15.6 34.6% 704B Enfield silt loam, 3 to 8 percent slopes B 9.1 20.1% 704C Enfield silt loam, 8 to 15 percent slopes B 3.2 7.2% Totals for Area of Interest 45.2 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 34 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 35 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 36 APPENDIX D NOAA Atlas 14 Precipitation Data APPENDIX E Water Quality Calculations 8 Collins Lane - WQV & CN Reduction Water Quality Volume - Proposed Area 2 - Parking Lot Proposed Drain Time Reduced CN For Infiltraon Basin Calculaon Water Quality Volume (WQV) = (P)(R)(A)/12, where: P =in (90th Percentile Precipitation Depth) Drainage Area A =sqft ac sqmi R = volumetric runoff coefficient R = 0.05 + 0.009(I), where I = percent impervious cover I =% R = 0.05 + 0.009(I) R = 0.05 + 0.009 x R = A = drainage area in acres =ac WQV = (P)(R)(A)/12 WQV =in x x ac 12 WQV =acre-feet cft As shown on the enclosed stage storage report, the proposed water quality infiltration basin was sized to store over 100% of the determined water quality volume. 10% of the WQV is also proposed to be stored in proposed forebays for pre-treatment. The water quality basin and forebay will provide 1939 cft and 129 cft respectivey. The Water Quality Volume provided is enough to satify the required 1921 cft water quality volume for the entire site (+820 CFT from Watershed Area P3). See Stage storage reports for both the Water qualty basin and the forebay included in this appendix. Td = [V / (K x A)] x 12 in / Td = Drain Time V= Desing Infiltraon Volume =1939 k = Desing Infiltraon Rate =0.52 A = Average Surface Area =1013 @ ELEV 115.95 Td = 44 Compliant (Less than 48 hours) Original CN 91 Proposed Water Quality Volume (c)1939 2yr 10yr 25yr 50yr 100yr Watershed Runoff Volume (af)0.053 0.099 0.128 0.149 0.173 Difference in volume (c)369.68 2373.44 3636.68 4551.44 Modified Q (in)0.34 2.16 3.30 4.14 5.08 24Hr Design Storm P (in)3.13 4.95 6.09 6.92 7.84 Reduced CN 59 72 74 76 77 5596.8 1.3 13,208 80 0.303 0.0005 80 0.770 0.303 1.3 0.770 0.303 0.025 1101.77 8 Collins Lane - WQV & CN Reduction Water Quality Volume - Proposed Area 3 - Driveway Proposed Water Quality Volume (WQV) = (P)(R)(A)/12, where: P =in (90th Percentile Precipitation Depth) Drainage Area A =sqft ac sqmi R = volumetric runoff coefficient R = 0.05 + 0.009(I), where I = percent impervious cover I =% R = 0.05 + 0.009(I) R = 0.05 + 0.009 x R = A = drainage area in acres =ac WQV = (P)(R)(A)/12 WQV =in x x ac 12 WQV =acre-feet cft As shown on the enclosed stage storage report, the proposed water quality basin was sized to store 100% of the determined water quality volume. 10% of the WQV is also proposed to be stored in proposed forebays for pre-treatment. The water quality basin and forebays will provide 912.97 cft and 147 cft respectivey. See Stage storage reports for both the Water qualty basin and the forebay included in this appendix. 1.3 14,362 53 0.330 0.0005 53 0.527 0.330 1.3 0.527 0.330 0.019 819.93 1922 Original CN 81 Proposed Water Quality Volume (c)1032 2yr 10yr 25yr 50yr 100yr Watershed Runoff Volume (af)0.039 0.081 0.109 0.13 0.154 Difference in volume (c)666.84 2496.36 3716.04 4630.80 Modified Q (in)0.56 2.09 3.10 3.87 4.74 24Hr Design Storm P (in)3.13 4.95 6.09 6.92 7.84 Reduced CN 65 71 72 73 74 5676.2 Reduced CN For Infiltraon Basin Calculaon APPENDIX F Drainage Area Maps ©···AKesignrofessionals ©···AKesignrofessionals REAL ENGINEERING INC. TRAFFIC IMPACT STUDY Proposed Medical Office 8 Collins Lane South Windsor, CT. PREPARED FOR: 4ELEMENTS DIRECT PRIMARY CARE AND WELLNESS SPACE February 12, 2024. 2 TABLE OF CONTENTS Introduction ..................................................................................................................... 4 Study Approach and Methodology .................................................................................. 5 Highway Capacity Analysis: Existing Conditions ............................................................. 6 Existing Conditions ................................................................................................... 6 Existing Conditions Traffic Volumes ....................................................................... 6 Existing Conditions Capacity Analysis ................................................................... 7 Highway Capacity Analysis: No-Build Conditions ............................................................ 8 No-Build Conditions .................................................................................................. 8 No-Build Conditions Capacity Analysis .................................................................. 9 Highway Capacity Analysis: Build Conditions ............................................................... 10 Trip Generation ........................................................................................................ 10 Trip Distribution ....................................................................................................... 10 Build Conditions Traffic Volumes .......................................................................... 12 Build Conditions Capacity Analysis ...................................................................... 12 Access To/From Site…………………………………………………………………………..14 Conclusion .................................................................................................................... 15 APPENDIX A. Turning Movement Counts B. 2024 Existing Conditions Capacity Analysis Reports C. 2025 No-Build Conditions Capacity Analysis Reports D. 2025 Build Conditions Capacity Analysis Reports E. Proposed site driveway layout 3 FIGURES Figure 1 Aerial of Subject Property, Surrounding Area and the Study Intersections ...... 4 Figure 2 Existing Conditions Traffic Volumes ................................................................. 7 Figure 3 No-Build Conditions Traffic Volumes ................................................................ 9 Figure 4 Trip Distribution .............................................................................................. 13 Figure 5 Site Generated Traffic Volumes ..................................................................... 13 Figure 6 Build Condition Traffic Volumes……………………………………………….….15 TABLES Table 1. Level-of-Service Criteria for Signalized Intersections ....................................... 6 Table 2. Existing Conditions LOS Summary .................................................................. 8 Table 3. No-Build Conditions LOS Summary…………………………………………… .. 9 Table 4. Trip Generation .............................................................................................. 10 Table 5. Build Conditions LOS Summary ..................................................................... 13 Table 6A LOS Summary-AM Peak Hour ...................................................................... 13 Table 6B LOS Summary – PM Peak Hour…………………………………………………14 4 Introduction This Traffic Impact Study (“TIS”) was prepared to examine the potential traffic and parking impacts associated with the proposed medical office at 8 Collins Lane, South Windsor, CT. The proposed medical office will be housed in the existing structure, which is approximately 3,650 sf in size. The proposed site is located at the east side of Sullivan Avenue (US 194), between the signalized intersections of Sullivan Avenue with Pierce Road and Sand Hill Road. The intersections Sullivan Avenue in the immediate vicinity of the Site are likely to be impacted by the additional traffic generated by the proposed development and are hence studied. Figure 1 below is a Google Maps aerial depicting the subject property, surrounding area and the study intersections. They include: • Sullivan Avenue and Pierce Road • Sullivan Avenue and Sand Hill Road • Sullivan Avenue and Site Driveway Figure 1. Aerial of Subject Property, Surrounding Area and the Study Intersections SITE 5 Study Approach and Methodology This Traffic Study was prepared by using industry-wide traffic engineering standards to determine any potential traffic impacts from the proposed development. Our analysis constituted the following: 1. Reviewing the project site plan and related documents to incorporate it into the project scope and layout. 2. Reviewing the adjacent roadway system to determine key intersection(s) that might be impacted. 3. Obtaining turning movement counts at the key intersection(s) during the anticipated peak hours of the site in conjunction with the roadway system. The turning movement counts were reviewed for accuracy and processed to obtain traffic volumes for the 2024 existing conditions. 4. Projecting the existing conditions data into the 2025 build year by applying an annual growth rate to use as the basis for the future no-build conditions. 5. Using the industry standard ITE Trip Generation Manual to determine the anticipated site-generated traffic volumes. 6. Adding and distributing the site-generated traffic volumes to the no-build 2025 traffic volumes to use as the future build conditions. 7. Performing a highway capacity analysis for the study intersection for the 2024 existing conditions, 2025 no-build conditions and 2025 build conditions. 8. Evaluating the results of the highway capacity analysis to assess any traffic impacts. The highway capacity analysis was performed utilizing industry standard software Synchro 11. The software faithfully duplicates the methods and computations found in the 7th Edition of the Highway Capacity Manual published by the Transportation Research Board. The signalized module was used for the study intersections. The level-of-service criteria is presented in Table 1 below. 6 Table 1. Level-of-Service Criteria for Signalized Intersections Level of Service Average Control Delay (seconds/vehicle) General Description A ≤10 Free flow B >10 – 20 Stable flow (slight delays) C >20 – 35 Stable flow (acceptable delays) D >35 – 55 Approaching unstable flow (tolerable delay, occasionally wait through more than one signal cycle before proceeding) E >55 – 80 Unstable flow (intolerable delay) F >80 Forced flow (congested and queues fail to clear) Highway Capacity Analysis: Existing Conditions Existing Conditions Sullivan Avenue (CT Route 194) is a two-way roadway with two through lanes in each direction serving northbound and southbound traffic in the area, with turning lanes at signalized intersections in the vicinity of the project. The posted speed limit is 40 mph and this roadway is under CTDOT jurisdiction. The study intersections are signalized T-intersections with turning lanes at the Sullivan Avenue approaches and also at the westbound Sand Hill Road and eastbound Pierce Road approach. Traffic signal phasing and timings for the Pierce Road and Sand Hill Road intersections with Sullivan Avenue were observed in the field. The land uses in the study area along Sullivan Avenue are a mix of residential and commercial. Existing Conditions Traffic Volumes Turning movement counts were collected at the study intersections on Thursday, January 18th, 2024, between 7 AM and 9 AM and between 4 PM to 6 PM. The turning movement count data is included in Appendix A. At each intersection, the turning movement count data revealed that the peak hours generally occurred on weekdays approximately between 7:15 AM and 8:15 AM in the morning and 4:15 PM and 5:15 PM in the evening. Figure 3 show the existing traffic volumes at the intersections in the study area for both AM and PM peak hours. 7 Figure 2. Existing Conditions Traffic Volumes Existing Conditions Capacity Analysis The existing conditions capacity analysis results are illustrated in Table 2 below. The capacity analysis reports are included in the Appendix. The results reveal that the intersections are currently operating at overall levels of service of D or better during the AM and PM peak hours. 8 Table 2. Existing Conditions LOS Summary Intersection Approach AM PM Delay (s/veh) LOS Delay (s/veh) LOS Sullivan Ave & Sand Hill Road WB 31.9 C 30.2 C SB 5.5 A 8.1 A NB 5.7 A 5.5 A Intersection 12.8 B 10.4 B Sullivan Ave & Pierce Rd EB 41.1 D 39.6 D SB 8.3 A 14 B NB 4.3 A 8 A Intersection 12.5 B 16.3 B Sullivan Ave & Collins Lane WB 16.9 C 0 A NB 0 A 0 A SB 0 A 0 A Intersection 5.63 B 0 A Highway Capacity Analysis: No-Build Conditions No-Build Conditions To examine the future conditions without the proposed development, the existing condition traffic volumes must be projected for the year 2025 in which the full build-out of the project is anticipated to be completed. Based on information available in public domain such as previous traffic studies, the background traffic growth is one(1) percent per year. Also, there was no available information on any planned development in the vicinity of the proposed development. To present a conservative analysis, the existing traffic volumes were grown by approximately two (2) percent to establish the No-Build traffic volumes. Figure 4 below shows the 2025 No-Build conditions traffic volumes. 9 Figure 3. No-Build Conditions Traffic Volumes No-Build Conditions Capacity Analysis The No-Build conditions capacity analysis results are illustrated in the table below. The capacity analysis reports are included in the Appendix. The results reveal that the normal background traffic growth will not impact the existing levels of service at all approaches of the intersections. Table 3. No-Build Conditions LOS Summary Intersection Approach AM PM Delay (s/veh) LOS Delay (s/veh) LOS Sullivan Ave & Sand Hill Road WB 32.1 C 30.2 C SB 5.6 A 8.1 A NB 5.7 A 5.5 A Intersection 12.9 B 10.4 B Sullivan Ave & Pierce Rd EB 41.3 D 39.6 D SB 8.1 A 14 B NB 6.3 A 8 A Intersection 13.3 B 16.3 B Sullivan Ave & Collins Lane WB 14.9 C 0 A NB 0 A 0 A SB 0 A 0 A Intersection 4.97 A 0 A 10 Highway Capacity Analysis: Build Conditions Trip Generation The project proposes to occupy 3,650 sf of existing building space and use it as medical office. In order to estimate the trips generated by the proposed project, reference was made to the Trip Generation Manual, 11th Edition, published by the Institute of Transportation Engineers (ITE). Table 4 illustrates the calculation for generated trips for the proposed project. Table 4. Trip Generation LU Project Size Daily Trips AM Peak PM Peak In Out Total In Out Total 720 Medical-Dental Office Building 3,650 sf 131 9 6 15 7 10 17 The total number of new trips, forecast to be generated by the proposed development is 15 in the AM peak hour (9 entering and 6 exiting). The total number of new trips, forecast to be generated by the proposed development is 17 in the PM peak hour (7 entering and 10 exiting). Trip Distribution The site generated traffic was distributed to the study intersections based on prevailing traffic patterns in the area. Figure 5 below shows the new traffic generated by the proposed site distributed at the study intersections. 11 Figure 4. Trip Distribution Figure 5. Site Generated Traffic 12 Build Conditions Traffic Volumes The traffic volumes generated by the proposed site were added to the 2025 No-Build traffic volumes to represent the anticipated traffic volumes that will occur in the 2025 Build-out year. Figures 7 below show the Build conditions traffic volumes. Figure 6. Build Conditions Traffic Volumes Build Conditions Capacity Analysis The 2025 Build conditions capacity analysis results are shown in Table 5 below. The capacity analysis reports are included in the Appendix. 13 Table 5. Build Conditions LOS Summary Intersection Approach AM PM Delay (s/veh) LOS Delay (s/veh) LOS Sullivan Ave & Sand Hill Road WB 32 C 29.9 C SB 5.6 A 8.2 A NB 5.7 A 5.5 A Intersection 12.9 B 10.4 B Sullivan Ave & Pierce Rd EB 41.1 D 39.4 D SB 8.2 A 14 B NB 6.3 A 8.1 A Intersection 13.3 B 16.3 B Sullivan Ave & Collins Lane WB 16.1 C 30.7 E NB 0 A 0 A SB 0.1 A 0.1 A Intersection 5.4 B 10.3 C Table 6A and 6B illustrate a comparison of Levels of Service among Existing, No-Build and Build conditions for AM and PM peak hours. Table 6A. LOS Summary- AM Peak Hour Intersection (AM Peak Hour) Approach Existing Conditions No-Build Conditions Build Conditions Delay (s/veh) LOS Delay (s/veh) LOS Delay (s/veh) LOS Sullivan Ave & Sand Hill Road WB 31.9 C 32.1 C 32 C SB 5.5 A 5.6 A 5.6 A NB 5.7 A 5.7 A 5.7 A Intersection 12.8 B 12.9 B 12.9 B Sullivan Ave & Pierce Rd EB 41.1 D 41.3 D 41.1 D SB 8.3 A 8.1 A 8.2 A NB 4.3 A 6.3 A 6.3 A Intersection 12.5 B 13.3 B 13.3 B Sullivan Ave & Collins Lane WB 16.9 C 14.9 C 16.1 C NB 0 A 0 A 0 A SB 0 A 0 A 0.1 A Intersection 5.63 B 4.97 A 5.4 B 14 Table 6B. LOS Summary- PM Peak Hour A review of the LOS summary table indicates that the LOS of none of the intersections will change from No-Build to Build condition with the project traffic included. The proposed Site driveway will operate at a LOS A in the AM peak hour and a LOS C in the PM peak hour. Thus, the project will not contribute to deterioration of traffic operating conditions at the roadway intersections in the vicinity of the project. Access To/From Site The existing site drive is proposed to be widened and used as a full access site drive for the proposed medical office. The left turn storage lanes along Route 194 for the intersections with Pierce Road and Sand Hill Road terminate across from the driveway. At its current configuration, a full access movement to/from Collins Lane from/to Route 194 creates an undesirable condition for the motorists turning left to the driveway and those turning left out of the driveway. The motorists have to cross two lanes of oncoming traffic to turn into the driveway and a similar situation will exist for motorists turning left from the driveway, presenting potential safety issues. Intersection (PM Peak Hour) Approach Existing Conditions No-Build Conditions Build Conditions Delay (s/veh) LOS Delay (s/veh) LOS Delay (s/veh) LOS Sullivan Ave & Sand Hill Road WB 30.2 C 30.2 C 29.9 C SB 8.1 A 8.1 A 8.2 A NB 5.5 A 5.5 A 5.5 A Intersection 10.4 B 10.4 B 10.4 B Sullivan Ave & Pierce Rd EB 39.6 D 39.6 D 39.4 D SB 14 B 14 B 14 B NB 8 A 8 A 8.1 A Intersection 16.3 B 16.3 B 16.3 B Sullivan Ave & Collins Lane WB 0 A 0 A 30.7 E NB 0 A 0 A 0 A SB 0 A 0 A 0.1 A Intersection 0 A 0 A 10.3 C 15 The storage length for northbound left-turn for Route 194 at Pierce Road is approximately 400 feet including approximately 50 feet taper. The storage length for southbound left-turn for Route 194 at Sullivan Road is approximately 350 feet including approximately 65 feet taper. A review of the capacity analyses of the neighboring signalized intersections revealed the following: • 95th percentile queue length for the northbound left-turn movement at Pierce Road is approximately 22 feet during the AM peak hour and 21 feet during PM peak hour. • 95th percentile queue length for the southbound left-turn movement at Sand Hill Road is approximately 23 feet during the AM peak hour and 65 feet during the PM peak hour. Based on the above, it is our recommendation that the left-turn queue storage lengths should be reduced to produce an appropriate design of the driveway ingress and egress to/from Route 194. This design will be subject to review by CTDOT through an encroachment permit review process. A conceptual plan illustrating this arrangement has been included in the Appendix. Conclusion Based on the foregoing, with a reasonable degree of engineering certainty, the conclusions of this Traffic Impact Study are the following: 1) The proposed development will generate approximately 15 trips during the AM peak hour and approximately 17 trips in the PM peak hour. 2) A review of the LOS summary table indicates that the LOS of none of the intersections will change from No-Build to Build condition with the project traffic included. The proposed Site driveway will operate at a LOS A in the AM peak hour and a LOS E in the PM peak hour. Thus, the project will not contribute to deterioration of traffic operating conditions at the roadway intersections in the vicinity of the project. 3) It is recommended to design the Site driveway intersection with Route 194 to facilitate full-service traffic movements to/from the driveway, subject to review and approval by CTDOT. 16 17 APPENDIX A Turning Movement Counts Start TimeRightThruLeftPedsRightThruLeftPedsRightThruLeftPedsRightThruLeftPeds7:00:00 AM 0 77 5 0 24 0 41 0 23 108 0 0 0 0 0 0 7:15:00 AM 0 115 16 0 38 0 64 0 14 85 0 0 0 0 0 0 7:30:00 AM 0 108 33 0 39 0 34 0 7 107 0 0 0 0 0 0 7:45:00 AM 0 122 24 0 45 0 27 1 12 101 0 0 0 0 0 0 8:00:00 AM 0 108 15 0 36 0 22 0 13 80 0 0 0 0 0 0 8:15:00 AM 0 106 8 0 25 0 30 0 13 73 0 0 0 0 0 0 8:30:00 AM 0 122 15 0 15 0 30 0 12 61 0 0 0 0 0 0 8:45:00 AM 0 146 12 0 24 0 35 0 12 90 0 0 0 0 0 0 9:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 010:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 010:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 010:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 010:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:00:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:15:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:30:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:45:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:00:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:15:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:30:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:45:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:00:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:15:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:30:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:45:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:00:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:15:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:30:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:45:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:00:00 PM 0 137 40 0 20 2 22 0 29 148 0 0 0 0 0 0 4:15:00 PM 0 140 40 0 6 2 20 2 12 88 0 0 0 0 0 0 4:30:00 PM 0 141 40 0 19 0 44 0 30 133 0 0 0 0 0 0 4:45:00 PM 0 160 40 0 27 0 29 0 33 152 0 0 0 0 0 0 5:00:00 PM 0 153 45 0 32 0 24 0 35 124 0 1 0 0 0 0 5:15:00 PM 0 147 53 0 19 0 26 0 22 123 0 0 0 0 0 0 5:30:00 PM 0 155 24 0 43 0 20 0 24 125 0 0 0 0 0 0 5:45:00 PM 0 116 25 0 18 0 31 0 26 154 0 0 0 0 0 0File Name:e:\1494-1th.ppdStart Date: 1/18/2024Start Time: 7:00:00 AMSite Code: 00000001Comment 1: TRAFFIC COUNTSComment 2: PEAK HOURComment 3: 7:00 TO 8:00 A.M.Comment 4:SULLIVAN AVESOUTHBOUNDSAND HILL RDWESTBOUNDSULLIVAN AVENORTHBOUND EASTBOUND Start TimeRightThruLeftPedsRightThruLeftPedsRightThruLeftPedsRightThruLeftPeds7:00:00 AM 30 77 0 1 0 0 0 0 0 125 8 0 4 0 60 07:15:00 AM 32 120 0 0 0 0 0 0 0 103 21 0 5 0 21 0 7:30:00 AM 16 127 0 0 0 0 0 0 0 142 10 0 10 0 14 07:45:00 AM 11 123 0 0 0 0 0 0 0 121 27 0 12 0 22 08:00:00 AM 13 105 0 0 0 0 0 0 0 109 13 0 13 0 13 08:15:00 AM 21 115 0 0 0 0 0 0 0 101 8 0 4 0 21 08:30:00 AM 33 121 0 0 0 0 0 0 0 84 12 0 13 0 18 08:45:00 AM 12 130 0 0 0 0 0 0 0 111 18 0 12 0 13 09:00:00 AM 1 2 0 0 0 0 0 0 0 1 0 0 0 0 0 09:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 010:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 010:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 010:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 010:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:00:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:15:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:30:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:45:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:00:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:15:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:30:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:45:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:00:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:15:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:30:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:45:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:00:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:15:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:30:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:45:00 PM 0 2 0 0 0 0 0 0 0 2 2 0 0 0 0 04:00:00 PM 19 156 0 0 0 0 0 0 0 161 8 0 22 0 38 0 4:15:00 PM 13 170 0 0 0 0 0 0 0 167 12 0 16 0 33 04:30:00 PM 15 161 0 0 0 0 0 0 0 172 14 0 20 0 28 04:45:00 PM 17 162 0 0 0 0 0 0 0 175 14 0 25 0 36 05:00:00 PM 20 182 0 0 0 0 0 0 0 147 13 0 12 0 38 05:15:00 PM 22 172 0 0 0 0 0 0 0 144 10 0 22 0 31 05:30:00 PM 16 157 0 0 0 0 0 0 0 153 17 0 14 0 26 05:45:00 PM 19 120 0 0 0 0 0 0 0 171 12 0 11 0 34 0File Name:e:\1494-2th.ppdStart Date: 1/18/2024Start Time: 7:00:00 AMSite Code: 00000002Comment 1: TRAFFIC COUNTSComment 2: PEAK HOURComment 3: 4:15 TO 5:15 P.M.Comment 4:SULLIVAN AVE.SOUTHBOUND WESTBOUNDSULLIVAN AVENORTHBOUNDPIERCE RD.EASTBOUND Start TimeRightThruLeftPedsRightThruLeftPedsRightThruLeftPedsRightThruLeftPeds7:00:00 AM 0 4 0 0 0 0 0 0 0 2 0 0 0 0 0 07:15:00 AM 0 4 0 0 0 0 0 0 0 1 0 0 0 0 0 07:30:00 AM 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 07:45:00 AM 0 3 0 0 0 0 0 0 0 2 0 0 0 0 0 08:00:00 AM 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15:00 AM 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30:00 AM 0 2 0 0 0 0 0 0 0 2 0 0 0 0 0 08:45:00 AM 0 4 0 0 0 0 0 0 0 1 0 0 0 0 0 09:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 010:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 010:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 010:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 010:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:00:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:15:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:30:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:45:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:00:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:15:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:30:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:45:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:00:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:15:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:30:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:45:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:00:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:15:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:30:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:45:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:00:00 PM 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 04:15:00 PM 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30:00 PM 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45:00 PM 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00:00 PM 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15:00 PM 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0File Name:e:\1494-3th.ppdStart Date: 1/18/2024Start Time: 7:00:00 AMSite Code: 00000003Comment 1: TRAFFIC COUNTSComment 2: PEAK HOURComment 3: 4:15 TO 5:15 P.M.Comment 4:SULLIVAN AVESOUTHBOUNDCOLLINS LNWESTBOUNDSULLIVAN AVENORTHBOUNDDRIVEWAYEASTBOUND 18 APPENDIX B 2024 Existing Conditions Capacity Analysis Reports Existing AM Peak Hour 1: SULLIVAN AVE & Sand Hill Road 02/10/2024 Synchro 11 Report Page 1 Lane Group WBL WBR SEL SET NWT NWR Lane Configurations Traffic Volume (vph) 166 146 78 422 401 56 Future Volume (vph) 166 146 78 422 401 56 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 276 350 330 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1719 1538 1687 1827 1845 1538 Flt Permitted 0.950 0.492 Satd. Flow (perm) 1719 1538 874 1827 1845 1538 Right Turn on Red Yes Yes Satd. Flow (RTOR) 180 92 Link Speed (mph) 30 30 30 Link Distance (ft) 567 389 584 Travel Time (s) 12.9 8.8 13.3 Peak Hour Factor 0.65 0.81 0.59 0.86 0.93 0.61 Heavy Vehicles (%) 5% 5% 7% 4% 3% 5% Adj. Flow (vph) 255 180 132 491 431 92 Shared Lane Traffic (%) Lane Group Flow (vph) 255 180 132 491 431 92 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 2 2 1 Detector Template Left Right Left Thru Thru Right Leading Detector (ft) 20 20 20 100 100 20 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 20 20 20 6 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot Perm Perm NA NA Perm Protected Phases 8 6 2 Existing AM Peak Hour 1: SULLIVAN AVE & Sand Hill Road 02/10/2024 Synchro 11 Report Page 2 Lane Group WBL WBR SEL SET NWT NWR Permitted Phases 8 6 2 Detector Phase 8 8 6 6 2 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 24.0 24.0 24.0 24.0 Total Split (s) 22.5 22.5 62.5 62.5 62.5 62.5 Total Split (%) 26.5% 26.5% 73.5% 73.5% 73.5% 73.5% Maximum Green (s) 18.5 18.5 56.5 56.5 56.5 56.5 Yellow Time (s) 3.0 3.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 16.3 16.3 58.7 58.7 58.7 58.7 Actuated g/C Ratio 0.19 0.19 0.69 0.69 0.69 0.69 v/c Ratio 0.78 0.41 0.22 0.39 0.34 0.08 Control Delay 48.9 7.7 5.4 5.6 6.6 1.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.9 7.7 5.4 5.6 6.6 1.4 LOS D A A A A A Approach Delay 31.9 5.5 5.7 Approach LOS C A A 90th %ile Green (s) 18.5 18.5 56.5 56.5 56.5 56.5 90th %ile Term Code Max Max Coord Coord Coord Coord 70th %ile Green (s) 18.5 18.5 56.5 56.5 56.5 56.5 70th %ile Term Code Max Max Coord Coord Coord Coord 50th %ile Green (s) 17.8 17.8 57.2 57.2 57.2 57.2 50th %ile Term Code Gap Gap Coord Coord Coord Coord 30th %ile Green (s) 15.2 15.2 59.8 59.8 59.8 59.8 30th %ile Term Code Gap Gap Coord Coord Coord Coord 10th %ile Green (s) 11.5 11.5 63.5 63.5 63.5 63.5 10th %ile Term Code Gap Gap Coord Coord Coord Coord Stops (vph) 152 21 20 109 153 4 Fuel Used(gal) 3 1 0 2 3 0 CO Emissions (g/hr) 226 69 30 165 224 20 NOx Emissions (g/hr) 44 13 6 32 44 4 VOC Emissions (g/hr) 52 16 7 38 52 5 Dilemma Vehicles (#) 0 0 0 0 0 0 Queue Length 50th (ft) 127 0 18 70 85 0 Queue Length 95th (ft) 139 36 21 100 135 4 Internal Link Dist (ft) 487 309 504 Turn Bay Length (ft) 276 350 330 Base Capacity (vph) 374 475 603 1261 1274 1090 Existing AM Peak Hour 1: SULLIVAN AVE & Sand Hill Road 02/10/2024 Synchro 11 Report Page 3 Lane Group WBL WBR SEL SET NWT NWR Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.68 0.38 0.22 0.39 0.34 0.08 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 0 (0%), Referenced to phase 2:NWT and 6:SETL, Start of Green Natural Cycle: 50 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 12.8 Intersection LOS: B Intersection Capacity Utilization 48.0% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: SULLIVAN AVE & Sand Hill Road Existing AM Peak Hour 4: SULLIVAN AVE & Pierce Rd 02/10/2024 Synchro 11 Report Page 4 Lane Group EBL EBR SBL SBR NWL NWR Lane Configurations Traffic Volume (vph) 117 31 447 89 66 491 Future Volume (vph) 117 31 447 89 66 491 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 0 400 0 Storage Lanes 1 1 1 0 1 1 Taper Length (ft) 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.973 0.850 Flt Protected 0.950 0.962 0.950 Satd. Flow (prot) 1719 1455 1713 0 1703 1568 Flt Permitted 0.950 0.962 0.366 Satd. Flow (perm) 1719 1455 1713 0 656 1568 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 48 32 261 Link Speed (mph) 30 30 30 Link Distance (ft) 449 426 431 Travel Time (s) 10.2 9.7 9.8 Peak Hour Factor 0.49 0.65 0.88 0.70 0.61 0.86 Heavy Vehicles (%) 5% 11% 4% 3% 6% 3% Adj. Flow (vph) 239 48 508 127 108 571 Shared Lane Traffic (%) Lane Group Flow (vph) 239 48 635 0 108 571 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 Number of Detectors 1 1 1 1 1 Detector Template Left Right Left Left Right Leading Detector (ft) 20 20 20 20 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 20 20 20 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Turn Type Prot Perm Prot Perm Prot Protected Phases 4 6 2 Permitted Phases 4 2 Detector Phase 4 4 6 2 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 24.0 24.0 24.0 Existing AM Peak Hour 4: SULLIVAN AVE & Pierce Rd 02/10/2024 Synchro 11 Report Page 5 Lane Group EBL EBR SBL SBR NWL NWR Total Split (s) 22.5 22.5 62.5 62.5 62.5 Total Split (%) 26.5% 26.5% 73.5% 73.5% 73.5% Maximum Green (s) 18.5 18.5 56.5 56.5 56.5 Yellow Time (s) 3.0 3.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 15.8 15.8 59.2 59.2 59.2 Actuated g/C Ratio 0.19 0.19 0.70 0.70 0.70 v/c Ratio 0.75 0.16 0.53 0.24 0.49 Control Delay 47.3 9.9 8.3 6.1 4.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 47.3 9.9 8.3 6.1 4.0 LOS D A A A A Approach Delay 41.1 8.3 4.3 Approach LOS D A A 90th %ile Green (s) 18.5 18.5 56.5 56.5 56.5 90th %ile Term Code Max Max Coord Coord Coord 70th %ile Green (s) 18.5 18.5 56.5 56.5 56.5 70th %ile Term Code Max Max Coord Coord Coord 50th %ile Green (s) 16.9 16.9 58.1 58.1 58.1 50th %ile Term Code Gap Gap Coord Coord Coord 30th %ile Green (s) 14.4 14.4 60.6 60.6 60.6 30th %ile Term Code Gap Gap Coord Coord Coord 10th %ile Green (s) 10.7 10.7 64.3 64.3 64.3 10th %ile Term Code Gap Gap Coord Coord Coord Stops (vph) 108 8 238 20 107 Fuel Used(gal) 2 0 4 0 3 CO Emissions (g/hr) 149 15 279 29 184 NOx Emissions (g/hr) 29 3 54 6 36 VOC Emissions (g/hr) 35 3 65 7 43 Dilemma Vehicles (#) 0 0 0 0 0 Queue Length 50th (ft) 120 0 137 16 34 Queue Length 95th (ft) 94 13 221 21 79 Internal Link Dist (ft) 369 346 351 Turn Bay Length (ft) 150 400 Base Capacity (vph) 374 354 1202 457 1171 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.64 0.14 0.53 0.24 0.49 Existing AM Peak Hour 4: SULLIVAN AVE & Pierce Rd 02/10/2024 Synchro 11 Report Page 6 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 0 (0%), Referenced to phase 2:NWL and 6:SBL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 12.5 Intersection LOS: B Intersection Capacity Utilization 54.2% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 4: SULLIVAN AVE & Pierce Rd Existing AM Peak Hour 6: SULLIVAN AVE & Collins Lane 02/10/2024 Synchro 11 Report Page 7 Lane Group WBL WBR SEL SET NWT NWR Lane Configurations Traffic Volume (vph) 1 1 1 534 514 0 Future Volume (vph) 1 1 1 534 514 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.932 Flt Protected 0.976 Satd. Flow (prot) 1694 0 0 1863 1863 0 Flt Permitted 0.976 Satd. Flow (perm) 1694 0 0 1863 1863 0 Link Speed (mph) 30 30 30 Link Distance (ft) 264 431 389 Travel Time (s) 6.0 9.8 8.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1 1 1 580 559 0 Shared Lane Traffic (%) Lane Group Flow (vph) 2 0 0 581 559 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 38.9% ICU Level of Service A Analysis Period (min) 15 Existing PM Peak Hour 1: SULLIVAN AVE & Sand Hill Road 02/10/2024 Synchro 11 Report Page 1 Lane Group WBL WBR SEL SET NWT NWR Lane Configurations Traffic Volume (vph) 125 99 182 613 542 122 Future Volume (vph) 125 99 182 613 542 122 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 276 350 330 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1719 1538 1687 1827 1845 1538 Flt Permitted 0.950 0.403 Satd. Flow (perm) 1719 1538 716 1827 1845 1538 Right Turn on Red Yes Yes Satd. Flow (RTOR) 122 200 Link Speed (mph) 30 30 30 Link Distance (ft) 567 389 584 Travel Time (s) 12.9 8.8 13.3 Peak Hour Factor 0.65 0.81 0.59 0.86 0.93 0.61 Heavy Vehicles (%) 5% 5% 7% 4% 3% 5% Adj. Flow (vph) 192 122 308 713 583 200 Shared Lane Traffic (%) Lane Group Flow (vph) 192 122 308 713 583 200 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 2 2 1 Detector Template Left Right Left Thru Thru Right Leading Detector (ft) 20 20 20 100 100 20 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 20 20 20 6 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot Perm Perm NA NA Perm Protected Phases 8 6 2 Existing PM Peak Hour 1: SULLIVAN AVE & Sand Hill Road 02/10/2024 Synchro 11 Report Page 2 Lane Group WBL WBR SEL SET NWT NWR Permitted Phases 8 6 2 Detector Phase 8 8 6 6 2 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 24.0 24.0 24.0 24.0 Total Split (s) 22.5 22.5 62.5 62.5 62.5 62.5 Total Split (%) 26.5% 26.5% 73.5% 73.5% 73.5% 73.5% Maximum Green (s) 18.5 18.5 56.5 56.5 56.5 56.5 Yellow Time (s) 3.0 3.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 14.3 14.3 60.7 60.7 60.7 60.7 Actuated g/C Ratio 0.17 0.17 0.71 0.71 0.71 0.71 v/c Ratio 0.66 0.34 0.60 0.55 0.44 0.17 Control Delay 43.9 8.5 10.8 6.9 6.9 1.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.9 8.5 10.8 6.9 6.9 1.2 LOS D A B A A A Approach Delay 30.2 8.1 5.5 Approach LOS C A A 90th %ile Green (s) 18.5 18.5 56.5 56.5 56.5 56.5 90th %ile Term Code Max Max Coord Coord Coord Coord 70th %ile Green (s) 16.9 16.9 58.1 58.1 58.1 58.1 70th %ile Term Code Gap Gap Coord Coord Coord Coord 50th %ile Green (s) 14.7 14.7 60.3 60.3 60.3 60.3 50th %ile Term Code Gap Gap Coord Coord Coord Coord 30th %ile Green (s) 12.4 12.4 62.6 62.6 62.6 62.6 30th %ile Term Code Gap Gap Coord Coord Coord Coord 10th %ile Green (s) 9.1 9.1 65.9 65.9 65.9 65.9 10th %ile Term Code Gap Gap Coord Coord Coord Coord Stops (vph) 113 17 66 186 218 7 Fuel Used(gal) 2 1 1 4 4 1 CO Emissions (g/hr) 160 49 92 262 310 44 NOx Emissions (g/hr) 31 10 18 51 60 8 VOC Emissions (g/hr) 37 11 21 61 72 10 Dilemma Vehicles (#) 0 0 0 0 0 0 Queue Length 50th (ft) 97 0 47 107 111 0 Queue Length 95th (ft) 107 32 64 193 201 2 Internal Link Dist (ft) 487 309 504 Turn Bay Length (ft) 276 350 330 Base Capacity (vph) 374 430 511 1304 1317 1155 Existing PM Peak Hour 1: SULLIVAN AVE & Sand Hill Road 02/10/2024 Synchro 11 Report Page 3 Lane Group WBL WBR SEL SET NWT NWR Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.51 0.28 0.60 0.55 0.44 0.17 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 0 (0%), Referenced to phase 2:NWT and 6:SETL, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.66 Intersection Signal Delay: 10.4 Intersection LOS: B Intersection Capacity Utilization 58.9% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 1: SULLIVAN AVE & Sand Hill Road Existing PM Peak Hour 4: SULLIVAN AVE & Pierce Rd 02/10/2024 Synchro 11 Report Page 4 Lane Group EBL EBR SBL SBR NWL NWR Lane Configurations Traffic Volume (vph) 138 75 689 66 54 674 Future Volume (vph) 138 75 689 66 54 674 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 0 400 0 Storage Lanes 1 1 1 0 1 1 Taper Length (ft) 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.986 0.850 Flt Protected 0.950 0.957 0.950 Satd. Flow (prot) 1719 1455 1726 0 1703 1568 Flt Permitted 0.950 0.957 0.224 Satd. Flow (perm) 1719 1455 1726 0 402 1568 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 115 15 200 Link Speed (mph) 30 30 30 Link Distance (ft) 449 426 431 Travel Time (s) 10.2 9.7 9.8 Peak Hour Factor 0.49 0.65 0.88 0.70 0.61 0.86 Heavy Vehicles (%) 5% 11% 4% 3% 6% 3% Adj. Flow (vph) 282 115 783 94 89 784 Shared Lane Traffic (%) Lane Group Flow (vph) 282 115 877 0 89 784 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 Number of Detectors 1 1 1 1 1 Detector Template Left Right Left Left Right Leading Detector (ft) 20 20 20 20 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 20 20 20 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Turn Type Prot Perm Prot Perm Prot Protected Phases 4 6 2 Permitted Phases 4 2 Detector Phase 4 4 6 2 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 24.0 24.0 24.0 Existing PM Peak Hour 4: SULLIVAN AVE & Pierce Rd 02/10/2024 Synchro 11 Report Page 5 Lane Group EBL EBR SBL SBR NWL NWR Total Split (s) 22.5 22.5 62.5 62.5 62.5 Total Split (%) 26.5% 26.5% 73.5% 73.5% 73.5% Maximum Green (s) 18.5 18.5 56.5 56.5 56.5 Yellow Time (s) 3.0 3.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 17.0 17.0 58.0 58.0 58.0 Actuated g/C Ratio 0.20 0.20 0.68 0.68 0.68 v/c Ratio 0.82 0.30 0.74 0.32 0.69 Control Delay 52.4 8.0 14.0 8.4 7.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 52.4 8.0 14.0 8.4 7.9 LOS D A B A A Approach Delay 39.6 14.0 8.0 Approach LOS D B A 90th %ile Green (s) 18.5 18.5 56.5 56.5 56.5 90th %ile Term Code Max Max Coord Coord Coord 70th %ile Green (s) 18.5 18.5 56.5 56.5 56.5 70th %ile Term Code Max Max Coord Coord Coord 50th %ile Green (s) 18.5 18.5 56.5 56.5 56.5 50th %ile Term Code Max Max Coord Coord Coord 30th %ile Green (s) 16.8 16.8 58.2 58.2 58.2 30th %ile Term Code Gap Gap Coord Coord Coord 10th %ile Green (s) 12.9 12.9 62.1 62.1 62.1 10th %ile Term Code Gap Gap Coord Coord Coord Stops (vph) 124 14 476 16 195 Fuel Used(gal) 3 0 7 0 4 CO Emissions (g/hr) 185 32 509 25 310 NOx Emissions (g/hr) 36 6 99 5 60 VOC Emissions (g/hr) 43 7 118 6 72 Dilemma Vehicles (#) 0 0 0 0 0 Queue Length 50th (ft) 142 0 273 13 83 Queue Length 95th (ft) 109 15 413 20 131 Internal Link Dist (ft) 369 346 351 Turn Bay Length (ft) 150 400 Base Capacity (vph) 374 406 1181 274 1132 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.75 0.28 0.74 0.32 0.69 Existing PM Peak Hour 4: SULLIVAN AVE & Pierce Rd 02/10/2024 Synchro 11 Report Page 6 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 0 (0%), Referenced to phase 2:NWL and 6:SBL, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 16.3 Intersection LOS: B Intersection Capacity Utilization 67.3% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 4: SULLIVAN AVE & Pierce Rd Existing PM Peak Hour 6: SULLIVAN AVE & Collins Lane 02/10/2024 Synchro 11 Report Page 7 Lane Group WBL WBR SEL SET NWT NWR Lane Configurations Traffic Volume (vph) 0 0 0 710 769 0 Future Volume (vph) 0 0 0 710 769 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd. Flow (prot) 1863 0 0 1863 1863 0 Flt Permitted Satd. Flow (perm) 1863 0 0 1863 1863 0 Link Speed (mph) 30 30 30 Link Distance (ft) 264 431 389 Travel Time (s) 6.0 9.8 8.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 772 836 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 772 836 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 43.8% ICU Level of Service A Analysis Period (min) 15 19 APPENDIX C 2025 No-Build Conditions Capacity Analysis Reports No-Build AM Peak Hour 1: SULLIVAN AVE & Sand Hill Road 02/10/2024 Synchro 11 Report Page 1 Lane Group WBL WBR SEL SET NWT NWR Lane Configurations Traffic Volume (vph) 169 149 80 430 409 59 Future Volume (vph) 169 149 80 430 409 59 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 276 350 330 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1719 1538 1687 1827 1845 1538 Flt Permitted 0.950 0.485 Satd. Flow (perm) 1719 1538 861 1827 1845 1538 Right Turn on Red Yes Yes Satd. Flow (RTOR) 184 97 Link Speed (mph) 30 30 30 Link Distance (ft) 567 389 584 Travel Time (s) 12.9 8.8 13.3 Peak Hour Factor 0.65 0.81 0.59 0.86 0.93 0.61 Heavy Vehicles (%) 5% 5% 7% 4% 3% 5% Adj. Flow (vph) 260 184 136 500 440 97 Shared Lane Traffic (%) Lane Group Flow (vph) 260 184 136 500 440 97 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 2 2 1 Detector Template Left Right Left Thru Thru Right Leading Detector (ft) 20 20 20 100 100 20 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 20 20 20 6 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot Perm Perm NA NA Perm Protected Phases 8 6 2 No-Build AM Peak Hour 1: SULLIVAN AVE & Sand Hill Road 02/10/2024 Synchro 11 Report Page 2 Lane Group WBL WBR SEL SET NWT NWR Permitted Phases 8 6 2 Detector Phase 8 8 6 6 2 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 24.0 24.0 24.0 24.0 Total Split (s) 22.5 22.5 62.5 62.5 62.5 62.5 Total Split (%) 26.5% 26.5% 73.5% 73.5% 73.5% 73.5% Maximum Green (s) 18.5 18.5 56.5 56.5 56.5 56.5 Yellow Time (s) 3.0 3.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 16.5 16.5 58.5 58.5 58.5 58.5 Actuated g/C Ratio 0.19 0.19 0.69 0.69 0.69 0.69 v/c Ratio 0.78 0.41 0.23 0.40 0.35 0.09 Control Delay 49.4 7.6 5.5 5.7 6.7 1.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.4 7.6 5.5 5.7 6.7 1.4 LOS D A A A A A Approach Delay 32.1 5.6 5.7 Approach LOS C A A 90th %ile Green (s) 18.5 18.5 56.5 56.5 56.5 56.5 90th %ile Term Code Max Max Coord Coord Coord Coord 70th %ile Green (s) 18.5 18.5 56.5 56.5 56.5 56.5 70th %ile Term Code Max Max Coord Coord Coord Coord 50th %ile Green (s) 18.1 18.1 56.9 56.9 56.9 56.9 50th %ile Term Code Gap Gap Coord Coord Coord Coord 30th %ile Green (s) 15.5 15.5 59.5 59.5 59.5 59.5 30th %ile Term Code Gap Gap Coord Coord Coord Coord 10th %ile Green (s) 11.7 11.7 63.3 63.3 63.3 63.3 10th %ile Term Code Gap Gap Coord Coord Coord Coord Stops (vph) 153 22 21 111 159 4 Fuel Used(gal) 3 1 0 2 3 0 CO Emissions (g/hr) 230 71 31 169 231 21 NOx Emissions (g/hr) 45 14 6 33 45 4 VOC Emissions (g/hr) 53 16 7 39 53 5 Dilemma Vehicles (#) 0 0 0 0 0 0 Queue Length 50th (ft) 130 0 19 72 89 0 Queue Length 95th (ft) 141 36 22 101 139 4 Internal Link Dist (ft) 487 309 504 Turn Bay Length (ft) 276 350 330 Base Capacity (vph) 374 478 593 1258 1270 1089 No-Build AM Peak Hour 1: SULLIVAN AVE & Sand Hill Road 02/10/2024 Synchro 11 Report Page 3 Lane Group WBL WBR SEL SET NWT NWR Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.70 0.38 0.23 0.40 0.35 0.09 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 0 (0%), Referenced to phase 2:NWT and 6:SETL, Start of Green Natural Cycle: 50 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 12.9 Intersection LOS: B Intersection Capacity Utilization 48.7% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: SULLIVAN AVE & Sand Hill Road No-Build AM Peak Hour 4: SULLIVAN AVE & Pierce Rd 02/10/2024 Synchro 11 Report Page 4 Lane Group EBL EBR SET SER NWL NWT Lane Configurations Traffic Volume (vph) 119 32 456 91 67 501 Future Volume (vph) 119 32 456 91 67 501 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 400 Storage Lanes 1 1 0 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.973 Flt Protected 0.950 0.950 Satd. Flow (prot) 1719 1455 1781 0 1703 1845 Flt Permitted 0.950 0.358 Satd. Flow (perm) 1719 1455 1781 0 642 1845 Right Turn on Red Yes Yes Satd. Flow (RTOR) 49 32 Link Speed (mph) 30 30 30 Link Distance (ft) 449 437 431 Travel Time (s) 10.2 9.9 9.8 Peak Hour Factor 0.49 0.65 0.88 0.70 0.61 0.86 Heavy Vehicles (%) 5% 11% 4% 3% 6% 3% Adj. Flow (vph) 243 49 518 130 110 583 Shared Lane Traffic (%) Lane Group Flow (vph) 243 49 648 0 110 583 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Number of Detectors 1 1 2 1 2 Detector Template Left Right Thru Left Thru Leading Detector (ft) 20 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 20 6 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot Perm NA Perm NA Protected Phases 4 6 2 No-Build AM Peak Hour 4: SULLIVAN AVE & Pierce Rd 02/10/2024 Synchro 11 Report Page 5 Lane Group EBL EBR SET SER NWL NWT Permitted Phases 4 2 Detector Phase 4 4 6 2 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 24.0 24.0 24.0 Total Split (s) 22.5 22.5 62.5 62.5 62.5 Total Split (%) 26.5% 26.5% 73.5% 73.5% 73.5% Maximum Green (s) 18.5 18.5 56.5 56.5 56.5 Yellow Time (s) 3.0 3.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 15.9 15.9 59.1 59.1 59.1 Actuated g/C Ratio 0.19 0.19 0.70 0.70 0.70 v/c Ratio 0.75 0.16 0.52 0.25 0.45 Control Delay 47.7 9.8 8.1 6.2 6.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 47.7 9.8 8.1 6.2 6.3 LOS D A A A A Approach Delay 41.3 8.1 6.3 Approach LOS D A A 90th %ile Green (s) 18.5 18.5 56.5 56.5 56.5 90th %ile Term Code Max Max Coord Coord Coord 70th %ile Green (s) 18.5 18.5 56.5 56.5 56.5 70th %ile Term Code Max Max Coord Coord Coord 50th %ile Green (s) 17.1 17.1 57.9 57.9 57.9 50th %ile Term Code Gap Gap Coord Coord Coord 30th %ile Green (s) 14.6 14.6 60.4 60.4 60.4 30th %ile Term Code Gap Gap Coord Coord Coord 10th %ile Green (s) 10.9 10.9 64.1 64.1 64.1 10th %ile Term Code Gap Gap Coord Coord Coord Stops (vph) 109 8 241 20 153 Fuel Used(gal) 2 0 4 0 3 CO Emissions (g/hr) 152 15 287 29 222 NOx Emissions (g/hr) 30 3 56 6 43 VOC Emissions (g/hr) 35 4 66 7 51 Dilemma Vehicles (#) 0 0 0 0 0 Queue Length 50th (ft) 122 0 140 16 92 Queue Length 95th (ft) 96 14 221 21 145 Internal Link Dist (ft) 369 357 351 Turn Bay Length (ft) 150 400 Base Capacity (vph) 374 355 1247 446 1282 No-Build AM Peak Hour 4: SULLIVAN AVE & Pierce Rd 02/10/2024 Synchro 11 Report Page 6 Lane Group EBL EBR SET SER NWL NWT Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.65 0.14 0.52 0.25 0.45 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 0 (0%), Referenced to phase 2:NWTL and 6:SET, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 13.3 Intersection LOS: B Intersection Capacity Utilization 53.6% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 4: SULLIVAN AVE & Pierce Rd No-Build AM Peak Hour 6: SULLIVAN AVE & Collins Lane 02/10/2024 Synchro 11 Report Page 7 Lane Group WBL WBR SEL SET NWT NWR Lane Configurations Traffic Volume (vph) 1 1 1 544 524 0 Future Volume (vph) 1 1 1 544 524 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.932 Flt Protected 0.976 Satd. Flow (prot) 1694 0 0 1863 1863 0 Flt Permitted 0.976 Satd. Flow (perm) 1694 0 0 1863 1863 0 Link Speed (mph) 30 30 30 Link Distance (ft) 264 431 389 Travel Time (s) 6.0 9.8 8.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1 1 1 591 570 0 Shared Lane Traffic (%) Lane Group Flow (vph) 2 0 0 592 570 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 39.4% ICU Level of Service A Analysis Period (min) 15 No Build PM Peak Hour 1: SULLIVAN AVE & Sand Hill Road 02/10/2024 Synchro 11 Report Page 1 Lane Group WBL WBR SEL SET NWT NWR Lane Configurations Traffic Volume (vph) 125 99 182 613 542 122 Future Volume (vph) 125 99 182 613 542 122 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 276 350 330 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1719 1538 1687 1827 1845 1538 Flt Permitted 0.950 0.403 Satd. Flow (perm) 1719 1538 716 1827 1845 1538 Right Turn on Red Yes Yes Satd. Flow (RTOR) 122 200 Link Speed (mph) 30 30 30 Link Distance (ft) 567 389 584 Travel Time (s) 12.9 8.8 13.3 Peak Hour Factor 0.65 0.81 0.59 0.86 0.93 0.61 Heavy Vehicles (%) 5% 5% 7% 4% 3% 5% Adj. Flow (vph) 192 122 308 713 583 200 Shared Lane Traffic (%) Lane Group Flow (vph) 192 122 308 713 583 200 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 2 2 1 Detector Template Left Right Left Thru Thru Right Leading Detector (ft) 20 20 20 100 100 20 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 20 20 20 6 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot Perm Perm NA NA Perm Protected Phases 8 6 2 No Build PM Peak Hour 1: SULLIVAN AVE & Sand Hill Road 02/10/2024 Synchro 11 Report Page 2 Lane Group WBL WBR SEL SET NWT NWR Permitted Phases 8 6 2 Detector Phase 8 8 6 6 2 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 24.0 24.0 24.0 24.0 Total Split (s) 22.5 22.5 62.5 62.5 62.5 62.5 Total Split (%) 26.5% 26.5% 73.5% 73.5% 73.5% 73.5% Maximum Green (s) 18.5 18.5 56.5 56.5 56.5 56.5 Yellow Time (s) 3.0 3.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 14.3 14.3 60.7 60.7 60.7 60.7 Actuated g/C Ratio 0.17 0.17 0.71 0.71 0.71 0.71 v/c Ratio 0.66 0.34 0.60 0.55 0.44 0.17 Control Delay 43.9 8.5 10.8 6.9 6.9 1.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.9 8.5 10.8 6.9 6.9 1.2 LOS D A B A A A Approach Delay 30.2 8.1 5.5 Approach LOS C A A 90th %ile Green (s) 18.5 18.5 56.5 56.5 56.5 56.5 90th %ile Term Code Max Max Coord Coord Coord Coord 70th %ile Green (s) 16.9 16.9 58.1 58.1 58.1 58.1 70th %ile Term Code Gap Gap Coord Coord Coord Coord 50th %ile Green (s) 14.7 14.7 60.3 60.3 60.3 60.3 50th %ile Term Code Gap Gap Coord Coord Coord Coord 30th %ile Green (s) 12.4 12.4 62.6 62.6 62.6 62.6 30th %ile Term Code Gap Gap Coord Coord Coord Coord 10th %ile Green (s) 9.1 9.1 65.9 65.9 65.9 65.9 10th %ile Term Code Gap Gap Coord Coord Coord Coord Stops (vph) 113 17 66 186 218 7 Fuel Used(gal) 2 1 1 4 4 1 CO Emissions (g/hr) 160 49 92 262 310 44 NOx Emissions (g/hr) 31 10 18 51 60 8 VOC Emissions (g/hr) 37 11 21 61 72 10 Dilemma Vehicles (#) 0 0 0 0 0 0 Queue Length 50th (ft) 97 0 47 107 111 0 Queue Length 95th (ft) 107 32 64 193 201 2 Internal Link Dist (ft) 487 309 504 Turn Bay Length (ft) 276 350 330 Base Capacity (vph) 374 430 511 1304 1317 1155 No Build PM Peak Hour 1: SULLIVAN AVE & Sand Hill Road 02/10/2024 Synchro 11 Report Page 3 Lane Group WBL WBR SEL SET NWT NWR Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.51 0.28 0.60 0.55 0.44 0.17 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 0 (0%), Referenced to phase 2:NWT and 6:SETL, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.66 Intersection Signal Delay: 10.4 Intersection LOS: B Intersection Capacity Utilization 58.9% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 1: SULLIVAN AVE & Sand Hill Road No Build PM Peak Hour 4: SULLIVAN AVE & Pierce Rd 02/10/2024 Synchro 11 Report Page 4 Lane Group EBL EBR SBL SBR NWL NWR Lane Configurations Traffic Volume (vph) 138 75 689 66 54 674 Future Volume (vph) 138 75 689 66 54 674 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 0 400 0 Storage Lanes 1 1 1 0 1 1 Taper Length (ft) 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.986 0.850 Flt Protected 0.950 0.957 0.950 Satd. Flow (prot) 1719 1455 1726 0 1703 1568 Flt Permitted 0.950 0.957 0.224 Satd. Flow (perm) 1719 1455 1726 0 402 1568 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 115 15 200 Link Speed (mph) 30 30 30 Link Distance (ft) 449 426 431 Travel Time (s) 10.2 9.7 9.8 Peak Hour Factor 0.49 0.65 0.88 0.70 0.61 0.86 Heavy Vehicles (%) 5% 11% 4% 3% 6% 3% Adj. Flow (vph) 282 115 783 94 89 784 Shared Lane Traffic (%) Lane Group Flow (vph) 282 115 877 0 89 784 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 Number of Detectors 1 1 1 1 1 Detector Template Left Right Left Left Right Leading Detector (ft) 20 20 20 20 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 20 20 20 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Turn Type Prot Perm Prot Perm Prot Protected Phases 4 6 2 Permitted Phases 4 2 Detector Phase 4 4 6 2 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 24.0 24.0 24.0 No Build PM Peak Hour 4: SULLIVAN AVE & Pierce Rd 02/10/2024 Synchro 11 Report Page 5 Lane Group EBL EBR SBL SBR NWL NWR Total Split (s) 22.5 22.5 62.5 62.5 62.5 Total Split (%) 26.5% 26.5% 73.5% 73.5% 73.5% Maximum Green (s) 18.5 18.5 56.5 56.5 56.5 Yellow Time (s) 3.0 3.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 17.0 17.0 58.0 58.0 58.0 Actuated g/C Ratio 0.20 0.20 0.68 0.68 0.68 v/c Ratio 0.82 0.30 0.74 0.32 0.69 Control Delay 52.4 8.0 14.0 8.4 7.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 52.4 8.0 14.0 8.4 7.9 LOS D A B A A Approach Delay 39.6 14.0 8.0 Approach LOS D B A 90th %ile Green (s) 18.5 18.5 56.5 56.5 56.5 90th %ile Term Code Max Max Coord Coord Coord 70th %ile Green (s) 18.5 18.5 56.5 56.5 56.5 70th %ile Term Code Max Max Coord Coord Coord 50th %ile Green (s) 18.5 18.5 56.5 56.5 56.5 50th %ile Term Code Max Max Coord Coord Coord 30th %ile Green (s) 16.8 16.8 58.2 58.2 58.2 30th %ile Term Code Gap Gap Coord Coord Coord 10th %ile Green (s) 12.9 12.9 62.1 62.1 62.1 10th %ile Term Code Gap Gap Coord Coord Coord Stops (vph) 124 14 476 16 195 Fuel Used(gal) 3 0 7 0 4 CO Emissions (g/hr) 185 32 509 25 310 NOx Emissions (g/hr) 36 6 99 5 60 VOC Emissions (g/hr) 43 7 118 6 72 Dilemma Vehicles (#) 0 0 0 0 0 Queue Length 50th (ft) 142 0 273 13 83 Queue Length 95th (ft) 109 15 413 20 131 Internal Link Dist (ft) 369 346 351 Turn Bay Length (ft) 150 400 Base Capacity (vph) 374 406 1181 274 1132 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.75 0.28 0.74 0.32 0.69 No Build PM Peak Hour 4: SULLIVAN AVE & Pierce Rd 02/10/2024 Synchro 11 Report Page 6 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 0 (0%), Referenced to phase 2:NWL and 6:SBL, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 16.3 Intersection LOS: B Intersection Capacity Utilization 67.3% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 4: SULLIVAN AVE & Pierce Rd No Build PM Peak Hour 6: SULLIVAN AVE & Collins Lane 02/10/2024 Synchro 11 Report Page 7 Lane Group WBL WBR SEL SET NWT NWR Lane Configurations Traffic Volume (vph) 0 0 0 710 769 0 Future Volume (vph) 0 0 0 710 769 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd. Flow (prot) 1863 0 0 1863 1863 0 Flt Permitted Satd. Flow (perm) 1863 0 0 1863 1863 0 Link Speed (mph) 30 30 30 Link Distance (ft) 264 431 389 Travel Time (s) 6.0 9.8 8.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 772 836 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 772 836 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 43.8% ICU Level of Service A Analysis Period (min) 15 20 APPENDIX D 2025 Build Conditions Capacity Analysis Reports Build AM Peak Hour 1: SULLIVAN AVE & Sand Hill Road 02/07/2024 Synchro 11 Report Page 1 Lane Group WBL WBR SEL SET NWT NWR Lane Configurations Traffic Volume (vph) 169 151 82 432 412 59 Future Volume (vph) 169 151 82 432 412 59 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 276 350 330 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1719 1538 1687 1827 1845 1538 Flt Permitted 0.950 0.483 Satd. Flow (perm) 1719 1538 858 1827 1845 1538 Right Turn on Red Yes Yes Satd. Flow (RTOR) 186 97 Link Speed (mph) 30 30 30 Link Distance (ft) 567 389 584 Travel Time (s) 12.9 8.8 13.3 Peak Hour Factor 0.65 0.81 0.59 0.86 0.93 0.61 Heavy Vehicles (%) 5% 5% 7% 4% 3% 5% Adj. Flow (vph) 260 186 139 502 443 97 Shared Lane Traffic (%) Lane Group Flow (vph) 260 186 139 502 443 97 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 2 2 1 Detector Template Left Right Left Thru Thru Right Leading Detector (ft) 20 20 20 100 100 20 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 20 20 20 6 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot Perm Perm NA NA Perm Protected Phases 8 6 2 Build AM Peak Hour 1: SULLIVAN AVE & Sand Hill Road 02/07/2024 Synchro 11 Report Page 2 Lane Group WBL WBR SEL SET NWT NWR Permitted Phases 8 6 2 Detector Phase 8 8 6 6 2 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 24.0 24.0 24.0 24.0 Total Split (s) 22.5 22.5 62.5 62.5 62.5 62.5 Total Split (%) 26.5% 26.5% 73.5% 73.5% 73.5% 73.5% Maximum Green (s) 18.5 18.5 56.5 56.5 56.5 56.5 Yellow Time (s) 3.0 3.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 16.5 16.5 58.5 58.5 58.5 58.5 Actuated g/C Ratio 0.19 0.19 0.69 0.69 0.69 0.69 v/c Ratio 0.78 0.42 0.24 0.40 0.35 0.09 Control Delay 49.4 7.7 5.5 5.7 6.7 1.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.4 7.7 5.5 5.7 6.7 1.4 LOS D A A A A A Approach Delay 32.0 5.6 5.7 Approach LOS C A A 90th %ile Green (s) 18.5 18.5 56.5 56.5 56.5 56.5 90th %ile Term Code Max Max Coord Coord Coord Coord 70th %ile Green (s) 18.5 18.5 56.5 56.5 56.5 56.5 70th %ile Term Code Max Max Coord Coord Coord Coord 50th %ile Green (s) 18.1 18.1 56.9 56.9 56.9 56.9 50th %ile Term Code Gap Gap Coord Coord Coord Coord 30th %ile Green (s) 15.5 15.5 59.5 59.5 59.5 59.5 30th %ile Term Code Gap Gap Coord Coord Coord Coord 10th %ile Green (s) 11.7 11.7 63.3 63.3 63.3 63.3 10th %ile Term Code Gap Gap Coord Coord Coord Coord Stops (vph) 153 22 21 112 161 4 Fuel Used(gal) 3 1 0 2 3 0 CO Emissions (g/hr) 230 72 32 170 233 21 NOx Emissions (g/hr) 45 14 6 33 45 4 VOC Emissions (g/hr) 53 17 7 39 54 5 Dilemma Vehicles (#) 0 0 0 0 0 0 Queue Length 50th (ft) 130 0 19 72 89 0 Queue Length 95th (ft) 141 37 23 102 139 4 Internal Link Dist (ft) 487 309 504 Turn Bay Length (ft) 276 350 330 Base Capacity (vph) 374 480 590 1258 1270 1089 Build AM Peak Hour 1: SULLIVAN AVE & Sand Hill Road 02/07/2024 Synchro 11 Report Page 3 Lane Group WBL WBR SEL SET NWT NWR Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.70 0.39 0.24 0.40 0.35 0.09 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 0 (0%), Referenced to phase 2:NWT and 6:SETL, Start of Green Natural Cycle: 50 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 12.9 Intersection LOS: B Intersection Capacity Utilization 48.9% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: SULLIVAN AVE & Sand Hill Road Build AM Peak Hour 4: SULLIVAN AVE & Pierce Rd 02/07/2024 Synchro 11 Report Page 4 Lane Group EBL EBR SET SER NWL NWT Lane Configurations Traffic Volume (vph) 119 33 459 91 68 502 Future Volume (vph) 119 33 459 91 68 502 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 400 Storage Lanes 1 1 0 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.973 Flt Protected 0.950 0.950 Satd. Flow (prot) 1719 1455 1781 0 1703 1845 Flt Permitted 0.950 0.356 Satd. Flow (perm) 1719 1455 1781 0 638 1845 Right Turn on Red Yes Yes Satd. Flow (RTOR) 51 31 Link Speed (mph) 30 30 30 Link Distance (ft) 449 437 431 Travel Time (s) 10.2 9.9 9.8 Peak Hour Factor 0.49 0.65 0.88 0.70 0.61 0.86 Heavy Vehicles (%) 5% 11% 4% 3% 6% 3% Adj. Flow (vph) 243 51 522 130 111 584 Shared Lane Traffic (%) Lane Group Flow (vph) 243 51 652 0 111 584 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Number of Detectors 1 1 2 1 2 Detector Template Left Right Thru Left Thru Leading Detector (ft) 20 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 20 6 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot Perm NA Perm NA Protected Phases 4 6 2 Build AM Peak Hour 4: SULLIVAN AVE & Pierce Rd 02/07/2024 Synchro 11 Report Page 5 Lane Group EBL EBR SET SER NWL NWT Permitted Phases 4 2 Detector Phase 4 4 6 2 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 24.0 24.0 24.0 Total Split (s) 22.5 22.5 62.5 62.5 62.5 Total Split (%) 26.5% 26.5% 73.5% 73.5% 73.5% Maximum Green (s) 18.5 18.5 56.5 56.5 56.5 Yellow Time (s) 3.0 3.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 15.9 15.9 59.1 59.1 59.1 Actuated g/C Ratio 0.19 0.19 0.70 0.70 0.70 v/c Ratio 0.75 0.16 0.52 0.25 0.46 Control Delay 47.7 9.7 8.2 6.3 6.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 47.7 9.7 8.2 6.3 6.3 LOS D A A A A Approach Delay 41.1 8.2 6.3 Approach LOS D A A 90th %ile Green (s) 18.5 18.5 56.5 56.5 56.5 90th %ile Term Code Max Max Coord Coord Coord 70th %ile Green (s) 18.5 18.5 56.5 56.5 56.5 70th %ile Term Code Max Max Coord Coord Coord 50th %ile Green (s) 17.1 17.1 57.9 57.9 57.9 50th %ile Term Code Gap Gap Coord Coord Coord 30th %ile Green (s) 14.6 14.6 60.4 60.4 60.4 30th %ile Term Code Gap Gap Coord Coord Coord 10th %ile Green (s) 10.9 10.9 64.1 64.1 64.1 10th %ile Term Code Gap Gap Coord Coord Coord Stops (vph) 109 8 243 21 153 Fuel Used(gal) 2 0 4 0 3 CO Emissions (g/hr) 152 16 289 30 222 NOx Emissions (g/hr) 30 3 56 6 43 VOC Emissions (g/hr) 35 4 67 7 51 Dilemma Vehicles (#) 0 0 0 0 0 Queue Length 50th (ft) 122 0 142 16 92 Queue Length 95th (ft) 96 14 223 22 146 Internal Link Dist (ft) 369 357 351 Turn Bay Length (ft) 150 400 Base Capacity (vph) 374 356 1247 443 1282 Build AM Peak Hour 4: SULLIVAN AVE & Pierce Rd 02/07/2024 Synchro 11 Report Page 6 Lane Group EBL EBR SET SER NWL NWT Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.65 0.14 0.52 0.25 0.46 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 0 (0%), Referenced to phase 2:NWTL and 6:SET, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 13.3 Intersection LOS: B Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 4: SULLIVAN AVE & Pierce Rd Build AM Peak Hour 6: SULLIVAN AVE & Collins Lane 02/07/2024 Synchro 11 Report Page 7 Lane Group WBL WBR SEL SET NWT NWR Lane Configurations Traffic Volume (vph) 5 3 5 544 524 5 Future Volume (vph) 5 3 5 544 524 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.949 0.999 Flt Protected 0.970 Satd. Flow (prot) 1715 0 0 1863 1861 0 Flt Permitted 0.970 Satd. Flow (perm) 1715 0 0 1863 1861 0 Link Speed (mph) 30 30 30 Link Distance (ft) 264 431 389 Travel Time (s) 6.0 9.8 8.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 5 3 5 591 570 5 Shared Lane Traffic (%) Lane Group Flow (vph) 8 0 0 596 575 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 42.6% ICU Level of Service A Analysis Period (min) 15 Build PM Peak Hour 1: SULLIVAN AVE & Sand Hill Road 02/07/2024 Synchro 11 Report Page 1 Lane Group WBL WBR SEL SET NWT NWR Lane Configurations Traffic Volume (vph) 125 101 184 616 544 122 Future Volume (vph) 125 101 184 616 544 122 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 276 350 330 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1719 1538 1687 1827 1845 1538 Flt Permitted 0.950 0.402 Satd. Flow (perm) 1719 1538 714 1827 1845 1538 Right Turn on Red Yes Yes Satd. Flow (RTOR) 125 200 Link Speed (mph) 30 30 30 Link Distance (ft) 567 389 584 Travel Time (s) 12.9 8.8 13.3 Peak Hour Factor 0.65 0.81 0.59 0.86 0.93 0.61 Heavy Vehicles (%) 5% 5% 7% 4% 3% 5% Adj. Flow (vph) 192 125 312 716 585 200 Shared Lane Traffic (%) Lane Group Flow (vph) 192 125 312 716 585 200 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 2 2 1 Detector Template Left Right Left Thru Thru Right Leading Detector (ft) 20 20 20 100 100 20 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 20 20 20 6 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot Perm Perm NA NA Perm Protected Phases 8 6 2 Build PM Peak Hour 1: SULLIVAN AVE & Sand Hill Road 02/07/2024 Synchro 11 Report Page 2 Lane Group WBL WBR SEL SET NWT NWR Permitted Phases 8 6 2 Detector Phase 8 8 6 6 2 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 24.0 24.0 24.0 24.0 Total Split (s) 22.5 22.5 62.5 62.5 62.5 62.5 Total Split (%) 26.5% 26.5% 73.5% 73.5% 73.5% 73.5% Maximum Green (s) 18.5 18.5 56.5 56.5 56.5 56.5 Yellow Time (s) 3.0 3.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 14.3 14.3 60.7 60.7 60.7 60.7 Actuated g/C Ratio 0.17 0.17 0.71 0.71 0.71 0.71 v/c Ratio 0.66 0.34 0.61 0.55 0.44 0.17 Control Delay 43.9 8.4 11.1 6.9 6.9 1.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.9 8.4 11.1 6.9 6.9 1.2 LOS D A B A A A Approach Delay 29.9 8.2 5.5 Approach LOS C A A 90th %ile Green (s) 18.5 18.5 56.5 56.5 56.5 56.5 90th %ile Term Code Max Max Coord Coord Coord Coord 70th %ile Green (s) 16.9 16.9 58.1 58.1 58.1 58.1 70th %ile Term Code Gap Gap Coord Coord Coord Coord 50th %ile Green (s) 14.7 14.7 60.3 60.3 60.3 60.3 50th %ile Term Code Gap Gap Coord Coord Coord Coord 30th %ile Green (s) 12.4 12.4 62.6 62.6 62.6 62.6 30th %ile Term Code Gap Gap Coord Coord Coord Coord 10th %ile Green (s) 9.1 9.1 65.9 65.9 65.9 65.9 10th %ile Term Code Gap Gap Coord Coord Coord Coord Stops (vph) 113 17 68 188 219 7 Fuel Used(gal) 2 1 1 4 4 1 CO Emissions (g/hr) 160 50 94 264 312 44 NOx Emissions (g/hr) 31 10 18 51 61 8 VOC Emissions (g/hr) 37 12 22 61 72 10 Dilemma Vehicles (#) 0 0 0 0 0 0 Queue Length 50th (ft) 97 0 48 108 111 0 Queue Length 95th (ft) 107 32 65 194 202 2 Internal Link Dist (ft) 487 309 504 Turn Bay Length (ft) 276 350 330 Base Capacity (vph) 374 432 509 1304 1317 1155 Build PM Peak Hour 1: SULLIVAN AVE & Sand Hill Road 02/07/2024 Synchro 11 Report Page 3 Lane Group WBL WBR SEL SET NWT NWR Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.51 0.29 0.61 0.55 0.44 0.17 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 0 (0%), Referenced to phase 2:NWT and 6:SETL, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.66 Intersection Signal Delay: 10.4 Intersection LOS: B Intersection Capacity Utilization 59.1% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 1: SULLIVAN AVE & Sand Hill Road Build PM Peak Hour 4: SULLIVAN AVE & Pierce Rd 02/07/2024 Synchro 11 Report Page 4 Lane Group EBL EBR SBL SBR NWL NWR Lane Configurations Traffic Volume (vph) 138 76 691 66 56 677 Future Volume (vph) 138 76 691 66 56 677 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 0 400 0 Storage Lanes 1 1 1 0 1 1 Taper Length (ft) 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.986 0.850 Flt Protected 0.950 0.957 0.950 Satd. Flow (prot) 1719 1455 1726 0 1703 1568 Flt Permitted 0.950 0.957 0.222 Satd. Flow (perm) 1719 1455 1726 0 398 1568 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 117 15 200 Link Speed (mph) 30 30 30 Link Distance (ft) 449 426 431 Travel Time (s) 10.2 9.7 9.8 Peak Hour Factor 0.49 0.65 0.88 0.70 0.61 0.86 Heavy Vehicles (%) 5% 11% 4% 3% 6% 3% Adj. Flow (vph) 282 117 785 94 92 787 Shared Lane Traffic (%) Lane Group Flow (vph) 282 117 879 0 92 787 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 Number of Detectors 1 1 1 1 1 Detector Template Left Right Left Left Right Leading Detector (ft) 20 20 20 20 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 20 20 20 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Turn Type Prot Perm Prot Perm Prot Protected Phases 4 6 2 Permitted Phases 4 2 Detector Phase 4 4 6 2 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 24.0 24.0 24.0 Build PM Peak Hour 4: SULLIVAN AVE & Pierce Rd 02/07/2024 Synchro 11 Report Page 5 Lane Group EBL EBR SBL SBR NWL NWR Total Split (s) 22.5 22.5 62.5 62.5 62.5 Total Split (%) 26.5% 26.5% 73.5% 73.5% 73.5% Maximum Green (s) 18.5 18.5 56.5 56.5 56.5 Yellow Time (s) 3.0 3.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 17.0 17.0 58.0 58.0 58.0 Actuated g/C Ratio 0.20 0.20 0.68 0.68 0.68 v/c Ratio 0.82 0.30 0.74 0.34 0.70 Control Delay 52.4 8.0 14.0 8.7 8.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 52.4 8.0 14.0 8.7 8.0 LOS D A B A A Approach Delay 39.4 14.0 8.1 Approach LOS D B A 90th %ile Green (s) 18.5 18.5 56.5 56.5 56.5 90th %ile Term Code Max Max Coord Coord Coord 70th %ile Green (s) 18.5 18.5 56.5 56.5 56.5 70th %ile Term Code Max Max Coord Coord Coord 50th %ile Green (s) 18.5 18.5 56.5 56.5 56.5 50th %ile Term Code Max Max Coord Coord Coord 30th %ile Green (s) 16.8 16.8 58.2 58.2 58.2 30th %ile Term Code Gap Gap Coord Coord Coord 10th %ile Green (s) 12.9 12.9 62.1 62.1 62.1 10th %ile Term Code Gap Gap Coord Coord Coord Stops (vph) 124 14 481 16 196 Fuel Used(gal) 3 0 7 0 4 CO Emissions (g/hr) 185 33 512 26 312 NOx Emissions (g/hr) 36 6 100 5 61 VOC Emissions (g/hr) 43 8 119 6 72 Dilemma Vehicles (#) 0 0 0 0 0 Queue Length 50th (ft) 142 0 274 14 83 Queue Length 95th (ft) 109 15 414 21 133 Internal Link Dist (ft) 369 346 351 Turn Bay Length (ft) 150 400 Base Capacity (vph) 374 408 1181 271 1132 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.75 0.29 0.74 0.34 0.70 Build PM Peak Hour 4: SULLIVAN AVE & Pierce Rd 02/07/2024 Synchro 11 Report Page 6 Intersection Summary Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Offset: 0 (0%), Referenced to phase 2:NWL and 6:SBL, Start of Green Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 16.3 Intersection LOS: B Intersection Capacity Utilization 67.4% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 4: SULLIVAN AVE & Pierce Rd Build PM Peak Hour 6: SULLIVAN AVE & Collins Lane 02/07/2024 Synchro 11 Report Page 7 Lane Group WBL WBR SEL SET NWT NWR Lane Configurations Traffic Volume (vph) 5 5 3 710 769 4 Future Volume (vph) 5 5 3 710 769 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.932 0.999 Flt Protected 0.976 Satd. Flow (prot) 1694 0 0 1863 1861 0 Flt Permitted 0.976 Satd. Flow (perm) 1694 0 0 1863 1861 0 Link Speed (mph) 30 30 30 Link Distance (ft) 264 431 389 Travel Time (s) 6.0 9.8 8.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 5 5 3 772 836 4 Shared Lane Traffic (%) Lane Group Flow (vph) 10 0 0 775 840 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 50.7% ICU Level of Service A Analysis Period (min) 15 19 APPENDIX C 2025 No-Build Conditions Capacity Analysis Reports E Proposed Site Driveway Layout ©···JJLesignrofessionals PLANNING DEPARMENT IN-HOUSE REFERRAL FORM DATE: 4-4-24 TO: Michael Maniscalco, Walter Summers, Jeff Doolittle, Molly Keays, Melissa Pierce, Kevin Cooney, Tony Manfre, John Caldwell, Andrea Cofrancesco, Vincent Stetson, David Gesualdi, Marc Melanson, Scott Roberts FROM: Michele Lipe, AICP, Director of Planning The Planning & Engineering Departments have received plans for the following projects: Appl 24-08P, Medical Office Building Location: 1330 Sullivan Ave (formerly 8 Collins Lane) Site Plan Subdivision No. Acres 5 Zone RR Industrial Commercial Residential No. Lots/Units Water: Public Private Well Sewerage: Public Septic System Conversion of house not medical offices Project Description: Future Town-owned property involved? Yes No new street(s) new detention area new open space/recreation area active passive Planning Department notes: Visit https://www.southwindsor-ct.gov/planning-department/pages/planning-and-zoning- commission-applications to review pending applications Please comment by 4-19-24 and return to the Planning Department. Town of SoUTH wInDSoR BUIlDIng DepaRTmenT 1540 Sullivan Ave. South Windsor, CT 06074 Tel. (860) 644-2511 Ext 2230 April 4, 2024 PZC Application 24-08P Medical Office Building 1300 Sullivan Ave. The application has been reviewed under the 2022 CT State Building Codes. 1) With 26 parking spots, 2 Handicapped parking spots are required. 2) The EV charging space cannot share the Handicapped Parking space. 3) I do not see any measurements on the plans showing the Handicapped ramp distance and where it lands at the sidewalk. Will the handrail extend into the sidewalk? Be advised that this is a review for the Planning and Zoning application only and not for any other permits. If you have any questions, please feel free to contact me. Marc Melanson Building Official Memo To:Peter R.DeMallie,Design Professionals,Inc. From:Justin F.Russo,Assistant Planner Data:4/8/24 Re:Appl #24-08P,Medical Office Building Special Exception Site Plan Application Planning Review Comments The following are the Planning Department comments.Engineering comments will be sent separately.BuildingDepartmentcommentsareattached. Please make the necessary revisions and submit three COMPLETE sets of revised plans (including landscaping,lighting,and architectural elevations)and 10 sets 11”X 17”plans by Wednesday,April 17 to be sent out withtheagendas(scheduled for 4-23-24). General Comments All applicable drawings must be stamped by an appropriate licensed professional. Lot Line Revision Comments l.With this approval,a new deed will be required to be filed for 1300 Sullivan Ave incorporating 8 CollinsLane. Site Plan Comments l.The applicant should clarify what is happening with the existing building on site.It appears to be some sort 0foutbuildingwithawoodburningstove.Will this building have anything to do with the proposed use 0r beusedaslivingquarters? 2.Please identify all trees to be removed and protected on the site plans.The 40”maple to the east of the proposed driveway may not survive considering the amount of earthwork and removals within its critical rootzone.The applicant should consider removing this tree. b)Does the applicant intend to erect any signage?If so,please provide information and show the location 0n thesiteplan.Refer to Section 6.5. 4.The applicant should clarify why new parking spaces will be assigned to the proposed bam.Will the bam beusedaspart0ftheproposedmedicalofficebusiness?If so,the addition is not supported under Section 5.3.3becauseitwillexceedthemaximumallowablefloorarea.At this time,the parking allocation for the bamshouldberemoved. 1540 Sullivan Avenue,South VWndsor,CT 06074 PH 860-644~251 1,ext 2229e-mail iustin.russo@southwindsor—ct.qov South WindsorPlanningDepartment Appl #24-08P,Medical Omce Building Special Exception Site Plan Application Page 2 5.The dumpster location will be visible for cars coming from the west and should consider relocating it further into the site.If it is to remain where located,the applicant should provide a vehicle maneuvering plan to clarify how the garbage truck will move through the site.The 8’radius may be too tight.If a garbage truck cannot easily access the dumpster enclosure,the applicant should consider relocating it or making appropriate modifications. 6.Proposed light fixtures should comply with Intemational Dark Sky Association standards.Additionally,the applicant should consider utilizing shielding to limit the amount of back light generated by the proposed fixtures and use lights with a maximum temperature of 3000K. 7.Revisions should be made to the photometric plan to reduce the light levels at the property line along Sullivan Avenue.The zoning requirement of Section 6.3.3 states that lighting shall not shed more than 0.25 foot— candles over a property line,and along Sullivan Avenue lighting levels are as high as 2.6 foot-candles. 8.The applicant should consider swapping out non-native plantings for native plantings,which will provide food and cover for native animals and pollinators.Some suggestions are as follows:Ilex glabra ’Densa’, ‘Shamrock’,and ‘Gembox’,Echinacea purpurea,Asclepias tuberosa,Coreopsz's erticillaz‘e,and native Aster varieties. 9.A walkway connection should be provided from Sand Hill Road to the proposed medical office. Accommodations should be made on site to ensure safe pedestrian travel to and from the building,such as walkways and a crosswalk. 10.WPCA approval is required. Health Department Wells on the property to be property abandoned and well abandonment verification form is required to be field with the Health Department. 1540 Sullivan Avenue,South VWndsor,CT 06074 PH 860644-251 1,ext.2229 e—mail justin.russo@southwindsor-ct.qov PLANNING DEPARTMENT April 10,2024 Peter DeMallie Design ProfessionalsV Inc. 21 Jeffrey Drive South Windsor,CT 06074 Dear Mr.DeMallie. Re:Appl 24—0811 Medical Office Building —request for a special exception to Section 5.3 (Office Conversicn Overlay)and site plan of development for conversion of existing residence into medical offices.for a property located at 1300 Sullivan Ave.(formerly 3 Collins Ln),RR zone Please be advised that the Public Hearing ofthe Planning &Zoning Commission for the above referenced matter has been scheduled for Tuesday,April 23.2024. This meeting will be held in the Council Chambers ofthe South Windsor Town Hall.Someone must be present to represent the application. Two signs advertising the meeting must be posted on the property for ten (10)consecutive days prior to the hearing and must be clearly visible from a town street.The signs must be posted on Sullivan Avenue and Sand l-lill Road frontage by Saturday.April 13>2024. Signs can be picked up at the Planning office ofthe South Windsor Town Hall,1540 Sullivan Avenue.Please call (860)644-2511 ext.2329 ifyou have any questions.Monday 8:00 a.m.— 7:00 p.m..Tuesday —Thursday 8:00 am.—4:30 p.m.and Friday 8:00 a.m.—1:00 p.m. Sincerely, {i LL”. Administrative Secretary/Land Use Coordinator /l .’l..\'x »/ Joshua Stern 15M]Sullivan Avenue.South Windsor,ET UHUM i Tel (HBU)644-2511 Ext 2325 l Flanning@SnuthWindsar-Cl.gav P.O. BOX 1 167 21 JEFFREY DRIVE 5OUTH WINDSOR,CT 06074 PHONE: 860.291.8755 LS FAX: 860.291.875 7 www.designprofessionals!nc.com CIVIL & TRAFFIC ENGINEERS 1 LAND SURVEYORS 1 PLANNERS 1 LANDSCAPE ARCHITECTS Serving Connecticut,Massachusetts,&Rhode Island April 17, 2024 : Michele Lipe,AICP Director of Planning 1540 Sullivan Ave. South Windsor, CT 06074 Re: Response to Review Comments App 24-08P Medical Office Building, 1300 Sullivan Avenue Dear Ms. Lipe: We are in receipt of the April 4th and April Bch Town review comments referenced above.The following is a list of our responses to said comments.Your comments were repeated in italics, followed by our response in bold: The application has been reviewed under the 2022 CT State Building Codes. : 1. With 26 parking spots, 2 Handicapped parking spots are required. Under the zoning regulations,only 15.2 parking spaces are required for Phase 1.20 spaces will be built.A second handicapped parking space can be added adjacent to the Phase 1 handicapped space if Phase 2 is constructed. 2. The EV Charging space cannot share the Handicapped Parking space. The EV charging space locations have been modified on the site plan.The handicapped parking space is no longer an EV charging space. 3. l do not see any measurements on the plans showing the Handicapped ramp distance and where it : lands at the sidewalk. Will the handrail extend into the sidewalk? An additional dimension has been added to the handicapped ramp to show the ramp length (22'±). The handrails will not extend into the sidewalk. Be advised that this is a review for the Planning and Zoning application only and not for any other permit. General Comments: 1. All applicable drawings must be stamped by an appropriate licensed professional. Will comply. G:Vobs\5195\Docs\Applications\PZC\5195 Response to Town Comments.dou : Lot Line Revision Comments: 1. With this approval, anew deed will be required to be filed for 1300 Sullivan Ave incorporating 8 Collins Lane. If you are referring to the lot merger due to the Town's abandonment of Collins Lane,yes,that will be handled by the Applicant's attorney. Site Plan Comments: 1. The applicant should clarify what is happening with the existing building on site. It appears to be some sort of outbuilding with a wood burning stove. Will this building have anything to do with the proposed use or be used as living quarters? It is a garden shed (12'x 18'±)and may,in the future, be used for activities with the medical practice.The use for the shed and proposed barn will be identified prior to use,and any requirements per the building code will be addressed. In the intervening period,the shed will be used as a garden shed and possibly some storage. 2. Please identify all trees to be removed and protected on the site plans. The 40"maple to the west of the proposed driveway may not survive considering the amount of earthwork and removals within its critical root zone. The applicant should consider removing this tree. Trees to be saved and removed have been noted on C-GD1.The existing 40" maple adjacent to the west side of the new driveway will likely remain. A licensed arborist will be consulted prior to or during construction for proper root and limb pruning necessary to save this tree. Design Professionals Inc. has been involved in similar tree saving operations with success,including in South Windsor. 3. Does the applicant intend to erect any signage?if so,please provide information and show the location on the site plan. Refer to Section 6.5. Yes, but signage plans are not complete at this time.The Applicant will return to the Town staff for approval when signage plans are completed. 4. The applicant should clarify why new parking spaces will be assigned to the proposed barn. Will the barn be used as part of the proposed medical office business?1f so, the addition is not supported under Section 5.3.3 because it will exceed the maximum allowable floor area. At this time, the parking allocation for the barn should be removed. For now,the barn structure will only be used as a barn (5+/-acre site). Prior to establishing any medical related or community use of the barn,the Applicant will return to the Planning& Zoning Commission and Town staff for approval. A text amendment may be required for use of this accessary structure. 5. The dumpster location will be visible for cars coming from the west and should consider relocating it further into the site. If it is to remain where located, the applicant should provide a vehicle : maneuvering plan to clarify how the garbage truck will move through the site. The 8'radius may +sf� • G:1Jobs\5195�Ducs\Applications\PZC\5195 Response to Town Comments.docx be too tight. If a garbage truck cannot easily access the dumpster enclosure, the applicant should consider relocating it or making appropriate modifications. We believe this to be the most appropriate location for the dumpster pad (room for 2 units). Garbage truck turning movements have been added to sheet C-SP2.A large expanse of trees on the south and east sides of it and our proposed opaque wood fence and dense arborvitae on the west and south sides will screen it from view.An alternate location for the dumpster pad • behind the existing house would be closer to existing residences and more difficult for truck maneuvering,which would require more pavement encroaching on the parklike setting. : • 6. Proposed light fixtures should comply with International Dark Sky Association standards. Additionally, the applicant should consider utilizing shielding to limit the amount of back light generated by the proposed fixtures and use lights with a maximum temperature of 3000K. The fixtures selected are low profile residential style fixtures which are full cut-off and nighttime friendly. Our Landscape Architects have revised the fixtures to be 3000K as recommended. : 7. Revisions should be made to the photometric plan to reduce the light levels at the property line along Sullivan Avenue. The zoning requirements of Section 6.3.3 states that lighting shall not shed more than 0.25 foot-candles over a property line, and along Sullivan Avenue lighting levels are as high as 2.6 foot-candles. Minor light transmission over the property line at the driveway entrance is fine from a traffic : safety perspective. Moreover,the existing higher street light on Sullivan Avenue diagonally : across from the entrance already illuminates the entrance.All fixtures are distant from the surrounding residences and all other property lines.There is no light trespass across those property lines. 8. The applicant should consider swapping out non-native plantings for native plantings, which will • provide food and cover for native animals and pollinators. Some suggestions are as follows: Ilex glabra 'Dena, 'Shamrock, and 'Gembox, Echinacea purpurea,Asclepias tuberosa, Coreopsis verticillate, and native Aster varieties. We have added Echinacea purpurea, Asclepias tuberosa and Coreopsis verticillate to the • plantings near the building entrance.We are also providing 108 native rhododendrons and mountain laurels in the landscape buffer on the western and northern property lines.These evergreens will provide cover for wildlife and flowers for pollinators. Many large trees on the property and the wooded area at the rear will remain.These trees will provide food and cover for wildlife,and some(e.g., sugar and red maples)are pollinators. 9. A walkway connection should be provided from Sand Hill Road to the proposed medical office. : Accommodations should be made on site to ensure safe pedestrian travel to and from the building, such as walkways and a crosswalk. If required,a proposed walk has been added to the site plan from Sand Hill Road to the existing driveway on the property.A a'wide painted walk has been added on the southern edge of the driveway for pedestrians to walk to the medical office, which will be connected to the existing : crossing at the Sand Hill/Sullivan intersection.The existing driveway pavement will be restored, as necessary,but only if the Commission requires a sidewalk from Sand Hill Road.To date,all patients have come by car.The applicant is concerned about additional cost, liability,and maintenance for a pathway which will have negligible volume. • G:`jobs\51951Docs�Appllcations`PZC15195Response to TownComments.docx 10. WPCA approval is required. Will comply. Health Department: • 1. Wells on the property to be property abandoned and well abandonment verification form is required to be field with the Health Department. The existing well has been tested and is proposed for use for irrigation,and this will be disconnected from the building's domestic water system. : Please contact us with any questions. • Sincerely, DESIGN PROFESSIONALS, INC. ieterR. DeMallie President&CEO cc: : : : G:Vohs%5195\Docs\Appllcations\PZC\5195 Response to Town Comments.docx P.o. BOX 1167 21 JEFFREY DRIVE SOUTH WINDSOR,CT 06074 WWI as • b PHONE: 860.291.8755 CIVIL & TRAFFIC ENGINEERS I LAND SURVEYORS I PLANNERS I LANDSCAPE ARCHITECTS • Serving Connecticut,Massachusetts,&Rhode Island • • • Narrative Statement Special Exception Application—Medical Office Building 4 Elements Vitality Institute,LLC 1300 Sullivan Avenue (Formerly 8 Collins Lane) South Windsor, Connecticut DPI Project No. 5195 March 28, 2024 Revised April 17, 2024 • Dr. Vasanth Kainkaryam, M.D.,M.S. (hereinafter"Dr. K"), of 4 Elements Vitality Institute, LLC of South Windsor (applicant/property owner) has submitted a special exception/site plan application to the South Windsor Planning & Zoning Commission for a medical office building at 1300 Sullivan Avenue (formerly 8 Collins Lane) in the community's Rural Residential zoning district between Sand Hill and Pierce Roads. Dr. K. intends to relocate and expand his medical practice, known as 4 Elements Direct Primary Care, LLC, a short distance from 1199 Sullivan Avenue to the historic Collins House, which was erected some 155 years ago in 1869. His proposal for the 4.8 acre property is to preserve and convert this historic structure in accordance with the purpose and requirements of the Office Conversion Overlay regulations (Section 5.3). The exterior of the iconic structure will remain substantially unchanged while the interior of the building will be renovated to the allowed professional office use. There are four(4) elements to Dr. K's practice: 1) Direct Primary Care & Integrative Medicine; 2) Immigration Exams & Primary Care for International Visitors; 3) Aesthetic Medicine & Massage; and 4) Vitality Medicine & Weight Optimization. i The 4 Elements Vitality Institute LLC is a one-of-a-kind wellness sanctuary in the heart of South Windsor that will house 4 Elements Direct Primary Care & Wellness Space and its wellness services, including massage therapy, clinical hypnosis, aesthetics, and educational opportunities. Primary Care access has been decreasing nationally, and costs of care have been increasing. With the 4 Elements unique model of care to provide affordable and accessible primary care, they serve individuals of all socioeconomic and geographic demographics, with patients coming all the way from Ridgefield, from Northampton, Massachusetts, from Boston, and everywhere in between. Their goal is to keep people out of the "Sick Care" system and surround them with "Health Cabe", focusing on resources and opportunities that focus on prevention, including state-of-the-art options and mindfulness experience. They are excited to make South Windsor a known entity for health innovation in the state. At 4 Elements, over the past four years, they have also cared for over 2,600 immigrants as they go on their journey to becoming American citizens and are excited to celebrate the diversity of their patients and of the state. : Dr. K. has retained a team of professionals to design the subject property for his modern medical practice to better serve his patients. These include: 1) Design Professionals, Inc. of South Windsor (DPI) for Civil Engineering, Land Surveying, Land Planning, & Landscape Architecture services; REAL Engineering, Inc. for traffic engineering; and REMA Ecological Services, LLC of Vernon for soils and wetlands related services. The development is proposed to be built in three phases. The first phase will have 19 parking spaces (15 required) behind the building to serve patients and staff for the medical practice in the existing 3,800 square feet historic structure. The second phase, if approved, will include a small single-story barn for community health related activities and patient therapies (1008 sq. ft.),just off the north side of the parking lot, requiring an additional four (4) spaces. The third phase will be a future 1,800 sq. ft. building expansion off the Ieft rear corner of the building (seven (7) additional : parking spaces required)with the same historic architectural style. Total required spaces for all three phases are 26,which will be met in the second or third phase when another eight(8) spaces are built, for a total of 27 installed spaces, including a second Handicap Accessible space. In order to accommodate electric vehicles, two parking spaces will be EV installed. One EV space will be an EV van space and the other EV space will be a handicapped-restricted van space as required by the zoning regulations. The site is currently served by public sewer services.A new water service is proposed from Sullivan Avenue to serve the proposed medical use. The existing well (water has been tested) will be used for irrigation purposes. Plumbing for it will be disconnected from the medical practice. • DPI's civil engineers have determined that only approximately one acre of the site's approximately five acres will be disturbed for development to accommodate the widened driveway, parking lot (all phases), sidewalks, enclosed dumpster pad, future building expansion, future small barn, minor regrading, connecting the historic house to public water, and installation of two small water quality/detention areas. Stormwater runoff from proposed paved surfaces will be directed to the water quality basins. Water quality treatment measures have been deployed to ensure that water quality runoff from the site meets guidelines from the 2024 Connecticut Department of Energy and Environmental Protection's Stormwater Quality Manual. Moreover, stormwater runoff is being attenuated for all design storm events (2, 10, 25, 50 and 100 year), such that peak runoff rates will : be less than existing conditions pre-development. Best management practices (BMP)have been the : foundation for this design, with an objective of low impact development. Erosion & sedimentation control measures also meet the new 2024 DEEP Guidelines for Soil & Erosion Control. REMA Ecological Services has determined the entire five (5) acre property is free of wetlands. Nevertheless, an application has been submitted to the Inland Wetlands Agency with respect to erosion& sedimentation control measures. : As depicted on the site plan's cover sheet (C-T1), the property abuts other RR zoned properties to the east, west and south, A-20 zoned properties to the north, and a three (3) office building complex across Sand Hill Road in the Restricted Office zoning district. A landscaped buffer 10 feet in width is required within the side and rear yards. DPI's landscape architects have proposed to retain most trees within the designated buffer, and to interpI t the area • �� • G:Vobs\5195,Do[s\Appli[ationsSP7C\5195 SE Nareative.dacx : with a large number(108)of mountain laurel and rhododendron plants in alternating clusters of five shrubs each(up to 10 feet in height),which thrive in the forested areas. In addition to these evergreen flowering shrubs, they have proposed to install buffer rows of Dark American Arborvitae (27 in number) at the southeastern and southwestern ends of the buffer for additional screening. Nearly all : of the numerous existing trees on the property will remain and provide additional screening. The proposed dumpster is fully screened by an ornamental opaque fence and evergreen plantings. The abutting property to the north, a Senior Residence Development,has a required evergreen buffer 25 : feet in width. The abutting property to the east along a 525 feet common line is part of Nevers Road Park(Collins Hill), and it is heavily wooded. The development's exterior lighting system employs LED luminaires (full cut-off) on residential scale standards (only 12 feet in height). The entire lighting system will be dark-sky compliant, and no light will be emitted onto adjoining properties, with the exception of modest lighting at the entrance drive. : Expected hours of operation will be 9:00 am--5:00 pm Monday-Friday, however, they may be extended to 7:00 pm on weekdays and include 9:00 am-3:00 pm on Saturdays. There are two full- time employees and four part-time employees presently, although that may grow over time. : The commissioned Traffic Impact Study by REAL Engineering,Inc. concluded,in summary, that the improved site will generate a modest amount of new vehicular trips during the morning and afternoon peak periods (15 and 17, respectively), that the Level of Service at the Pierce and Sand Hill intersections will remain unchanged,that the left hand turn queue lengths from Sullivan Avenue : to those intersections should be shortened and restriped (see Sheet C-SP 1) which will facilitate ingress and egress for the site driveway, that the driveway width be increased to accommodate two- way traffic, and turning radii at the entrance be increased as shown with a stop bar and stop sign installed, that the development will not contribute to a deterioration of area traffic operating conditions, and that improvements in Route 194 are subject to ConnDOT District 1 approval pursuant to an encroachment permit. Representatives of ConnDOT, the South Windsor Police Department, and the Town Engineer met with the client, Real Engineering and DPI at the site's entrance early in the site design process. Of note: Collins Lane was formally abandoned in favor of the abutters at a meeting of the South Windsor Town Council on September 18, and that abandonment was favorably endorsed by the Planning& Zoning Commission on August 15'h Zoning Regulations : 8.4. Special Exception Standards and Procedures The proposed medical office is subject to the Special Exception Review Criteria outlined in : Section 8.4 B of the Zoning Regulations. We believe the proposed medical office meets the s review criteria, namely: • • • • • • G:\jobs\5195\Docs�ApplicationstiPZE\5195 SE Narrative.docx • • 1. The proposal is consistent with the goals and objectives of the Plan of Conservation and Development. Preservation and conversion of this five acre residential property is consistent with many areas of the POCD, especially Strategies A, B, D, E & F of the Community Character section. 2. The application has met the requirements of the zoning regulations. I he proposed medical office conversion nic:ets the requirements of the zoning regulations, including parking, EV charging stations, stormwater management, erosion control measures, and, in Section 5.3.3 A, conditions 1-8 (building is 50+years old, lot frontage 150+ feet, line of sight to ConnDOT requirements, 10 feet wide buffers, future addition under 100%of existing structure, doctor offices, less than 40% impervious coverage(we are around 10%). and we are preserving the architectural features of the 155 year old : building, and as per Section 5.3.4 A, have a location on Sullivan Avenue. : 3. The land is physically suited to the proposed use. The land is physically suited for a medical office in a historic building in a parklike setting. • 4. Minimal, if any, adverse environmental impacts are created. No adverse environmental impacts are , \pected due to the development. No existing wetlands are on site. Low impact development and BMP measures have been followed in the design. Most of the large number of existing trees are being preserved, many of which are specimen ornamentals (see end of REMA report). • 5. No traffic or other hazards will be created. No adverse traffic impacts or other hazards are expected resulting from this project. A traffic impact study has been submitted with this application and has a favorable conclusion. 6. The impacts on the capacity of the present and proposed utilities, street, drainage systems, : sidewalks, and other elements of the infrastructure will be minimal. lnfrastructural capacity impacts are negligible for this small development with minimal land disturbance. • 7. There will be minimal or no adverse effects on existing uses in the area. The proposed medical office conversion will not adversely affect the neighboring properties. • 8. Surrounding property values will be conserved. sting property N E<«, ,s..: consei a 4d due to this preservation plan. • 9. The character of the neighborhood will be maintained or minimally disrupted. The character of the neighborhood will be minimally disrupted and maintained due to the : modest size of the proposed development, preservation of most of the trees and the iconic historic building, and sheer distances from other uses. . 10. The general welfare of the community will be served. • � • G:IjobsS519511]o[slAppli[ationslPZC15195 SENarrative.docx • : The general welfare of the community will be served through the development of a new medical office and preservation of this building and landscaped site. : 11. There is a balance between neighborhood acceptance and community needs. Fhe proposed development will supply additional medical care in the community and should be well received by the neighborhood. 12. Historic factors are adequately protected; or due consideration to preservation of historic factors has been demonstrated. The historic structure will he preserved. • 13. The overall physical appearance of the proposed development is compatible with surrounding development and the Commission's goals for the neighborhood/corridor. : The proposed low impact development and beautifully landscaped property will remain : compatible with the surrounding neighborhood. 14. The architectural design is aesthetically pleasing and blends well into the surrounding area. iY: historii .architectural design is arguably aesthetically pleasing and largely unchanged. : 15.Noise created by on-site activities, including vehicle equipment noise. Limited sounds discernible to off-site residences will be created by the proposed medical office use. Distances to area residences is significant. Generated vehicular traffic is extremely low volume. Occasional delivery vehicles, property maintenance and normal refuse collection on-site activities are routine. Offensive sounds will be from the Sullivan Avenue traffic, especially during peak periods. In conclusion, 4 Elements Vitality Institute LLC and its design team are proposing a low-impact : development which is designed to preserve the historic property's attributes, including its parklike setting with many mature trees, to serve the local community by offering a variety of medical services to improve patients health, while meeting the requirements of zoning and minimizing any impact on abutting properties. We appreciate the assistance and recommendations from Town staff in preparing this application. • G:yjob5�5195tiDocstiApplicaYions\PZC\5195 SE Narrative.docx • D D D esignrofessionals©····· · · ©···AKesignrofessionals ©···AKesignrofessionals ©···AKesignrofessionals ©···AKesignrofessionals ©···AKesignrofessionals· · · ’ · · · · ’ · ©···AKesignrofessionals ©···AKesignrofessionalsSTAKE TREES ONLY UPON THE APPROVAL OF THE LANDSCAPE ARCHITECT SEE STAKING DETAIL. WRAP TREE TRUNKS ONLY UPON THE APPROVAL OF THE LANDSCAPE ARCHITECT. SEE WRAPPING DETAIL. DO NOT HEAVILY PRUNE THE TREE AT PLANTING. PRUNE ONLY CROSSOVER LIMBS, CO-DOMINANT LEADERS, AND BROKEN OR DEAD BRANCHES. SOME INTERIOR TWIGS AND LATERAL BRANCHES MAY BE PRUNED; HOWEVER, DO NOT REMOVE THE TERMINAL BUDS OF BRANCHES THAT EXTEND TO THE EDGE OF THE CROWN. NOTE: FOR DIMENSIONS OF PLANTING AREAS, TYPES OF SOIL AMENDMENTS, OR SOIL REPLACEMENT, SEE "SOIL IMPROVEMENT DETAILS." NOTES: MARK THE NORTH SIDE OF THE TREE IN THE NURSERY, AND ROTATE TREE TO FACE NORTH AT THE SITE WHEN EVER POSSIBLE. SET TOP OF ROOT BALL FLUSH TO GRADE OR 25MM-50MM (1"-2") HIGHER IN SLOWLY DRAINING SOILS. MULCH RING, 1800MM (6') DIA. MIN. 2400MM (8') DIA. PREFERRED 50MM (2") MULCH. DO NOT PLACE MULCH IN CONTACT WITH TREE TRUNK. MAINTAIN THE MULCH WEED-FREE FOR A MIN. OF THREE YEARS AFTER PLANTING. EACH TREE MUST BE PLANTED SUCH THAT THE TRUNK FLARE IS VISIBLE AT THE TOP OF THE ROOT BALL. TREES WHERE THE TRUNK FLARE IS NOT VISIBLE SHALL BE REJECTED. DON'T COVER THE TOP OF THE ROOT BALL WITH SOIL. 100MM (4") HIGH EARTH SAUCER BEYOND EDGE OF ROOT BALL. REMOVE ALL TWINE, ROPE, WIRE AND BURLAP FROM TOP HALF OF ROOT BALL. REMOVE COMPLETELY IF SYNTHETIC IS USED. TAMP SOIL AROUND ROOT BALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOT BALL DOESN'T SHIFT. IF PLANT IS SHIPPED WITH A WIRE BASKET AROUND ROOT BALL, CUT THE WIRE BASKET IN FOUR PLACES AND FOLD DOWN 200MM (8") INTO PLANTING HOLE. PLACE ROOT BALL ON UNEXCAVATED OR TAMPED SOIL. 1.NO MULCH WITHIN 3" OF TREE TRUNK 2.THIS DETAIL ASSUMES THAT THE PLANTING SPACE IS LARGER THAN 2400 MM (8 FT.) SQUARE, OPEN TO THE SKY, AND NOT COVERED BY ANY PAVING OR GRATING. WIRE OR CABLE SIZES SHALL BE AS FOLLOWS: TREES UP TO 65 MM (2.5 IN.) CALIPER - 14 GAUGE TREES 65 MM (2.5 IN.) TO 75 MM (3 IN.) CALIPER - 12 GAUGE TIGHTEN WIRE OR CABLE ONLY ENOUGH TO KEEP FROM SLIPPING. ALLOW FOR SOME TRUNK MOVEMENT. PLASTIC HOSE SHALL BE LONG ENOUGH TO ACCOMMODATE 35MM (1.5 IN.) OF GROWTH AND BUFFER ALL BRANCHES FROM THE WIRE. TUCK ANY LOOSE ENDS OF THE WIRE OR CABLE INTO THE WIRE WRAP SO THAT NO SHARP WIRE ENDS ARE EXPOSED. TREES NORMALLY DO NOT NEED TO BE STAKED AND STAKING CAN BE HARMFUL TO THE TREE. STAKING SHOULD BE DONE ONLY WITH THE APPROVAL OF THE LANDSCAPE ARCHITECT IF IT IS EXPECTED THAT THE TREE WILL NOT BE ABLE TO SUPPORT ITSELF. THE FOLLOWING ARE REASONS WHY TREES DO NOT REMAIN STRAIGHT. o TREES WITH POOR QUALITY ROOT BALLS OR ROOT BALLS THAT HAVE BEEN CRACKED OR DAMAGED. REJECT RATHER THAN STAKE. o TREES THAT HAVE GROWN TOO CLOSE TOGETHER IN THE NURSERY, RESULTING IN WEAK TRUNKS. REJECT RATHER THAN STAKE. o PLANTING PROCEDURES THAT DO NOT ADEQUATELY TAMP SOILS AROUND THE ROOT BALL. CORRECT THE PLANTING PROCEDURE. o ROOT BALLS PLACED ON SOFT SOIL. TAMP SOILS UNDER ROOT BALL PRIOR TO PLANTING. o ROOT BALLS WITH VERY SANDY SOIL OR VERY WET CLAY SOIL. STAKING ADVISABLE. o TREES LOCATED IN A PLACE OF EXTREMELY WINDY CONDITIONS. STAKING ADVISABLE. REMOVE ALL STAKING AS SOON AS THE TREE HAS GROWN SUFFICIENT ROOTS TO OVERCOME THE PROBLEM THAT REQUIRED THE TREE TO BE STAKED. STAKES SHALL BE REMOVED NO LATER THE END OF THE FIRST GROWING SEASON AFTER PLANTING. OUTSIDE THE EDGE OF THE ROOT BALL. ASSURE THAT THE BEARING SURFACE OF THE PROTECTIVE COVERING OF THE WIRE OR CABLE AGAINST THE TREE TRUNK IS A MINIMUM OF 12 MM (0.5 IN.). NOTE: ALL STAKES SHALL BE DRIVEN 1200MM (4')13MM (0.5") DIAMETER PLASTIC HOSE GALVANIZED WIRE OR CABLE TWIST WIRE TO TIGHTEN. 2"x2"X8' HARDWOOD STAKES OR OTHER APPROVED STAKE MATERIAL. PAINT TOP 6" OF STAKES ORANGE FOR VISIBILITY. 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 STAKING DETAIL (3" CAL. OR SMALLER)3 Not to Scale SOIL IMPROVEMENT DETAIL2 Not to Scale SHRUB & GROUNDCOVER PLANTING DETAIL4 ©···AKesignrofessionals1" = 20' LANDSCAPE BUFFER CROSS SECTION B-B3 1" = 20' LANDSCAPE BUFFER CROSS SECTION A-A2 1" = 100' KEY PLAN1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 0.2 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 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@ 12' A @ 12' A @ 12'©···AKesignrofessionals ©···AKesignrofessionalsNot to Scale ACCESSIBLE PARKING SYMBOL1 Not to Scale ACCESSIBLE PARKING SIGN POST2 Not to Scale VAN ACCESSIBLE PARKING SPACE4 Not to Scale ACCESSIBLE PARKING SIGN3 “ ” · ·” ·“” · · · ©···AKesignrofessionalsNot to Scale BITUMINOUS CONCRETE PAVEMENT SECTION - STANDARD DUTY1 Not to Scale MONOLITHIC CONCRETE CURB & WALK2 Not to Scale CONCRETE SIDEWALK5 Not to Scale BITUMINOUS CONCRETE LIP CURB3 Not to Scale PAINTED STOP BAR4 Not to Scale TRAFFIC SIGN POST6 Not to Scale STOP SIGN7 Not to Scale PARALLEL CONCRETE SIDEWALK RAMP8 Not to Scale DUMPSTER PAD SECTION9 Not to Scale DUMPSTER PAD PLAN11 Not to Scale DUMPSTER ENCLOSURE SECTION Not to Scale DUMPSTER ENCLOSURE SECTION12 Not to Scale EV CHARGING STATION LAYOUT10 Not to Scale CONCRETE BOLLARD13 ©···AKesignrofessionalsNot to Scale ACCESSIBLE RAMP WITH HANDRAILS1 Not to Scale CONCRETE STAIRS WITH HANDRAILS2 Not to Scale PROPOSED BARN ELEVATIONS3 ©···AKesignrofessionalsNot to Scale PAVED LEAK OFF1 Not to Scale RIPRAP SWALE2 Not to Scale WATER QUALITY INFILTRATION BASIN SPILLWAY3 ©···AKesignrofessionalsNot to Scale FRONT ELEVATION1 Not to Scale REAR ELEVATION2 Not to Scale WEST ELEVATION3 Not to Scale EAST ELEVATION4 To: From: Date: Re: MEMORANDUM Micheie Lipe,Director of Planning Jeff Doolittie,P‘E.,Town Engineer ‘ Apr”l9,2024 App 24~O8P ~Medicaf Office Bid,1300 Sullivan Ave i have reviewed the above Site Plan and have the foliowing comments: 1.There shouid be a pedestrian connection from this site to the crosswaik at the intersection of Sand HIH Road and Suilivan Ave and the sidewaiks along the south side of Sand Hill Roadv i suggest the sidewaik that runs from the south side of the building east to the driveway be continued south down the driveway where a ramp can be instalied to cross to the old Coliins Lane‘Pedestrians can use the old Collins lane pavement to get to Sand Hill Road and another short sidewalk section can be installed along the north side of Sand Hill Road from the south end of Collins Lane to the new accessible ramp and crosswalk at the intersection. Show the location of the two EV chargers. it appears at least one more EV charger will need to be installed when additional reserve parking spaces are built.where will this go? ithink a short left turn lane should be considered in Sullivan Ave southbound before the driveway,where the painted island is proposed.This would provide a left turn lane for vehicles to turn into the new medical office driveway and get out ofthe main traffic flow and thereby avoid backing up southbound traffic on Sullivan Ave. i would remove the bituminous curb along the west side of the driveway between the paved lea k—otf and the front of the building and let stormwater sheet flow off the driveway into the grass and water quality basin 2. Add a note about the disconnection of the existing well,as stated in the narrative. WPCA review and approval is needed for development. Please let me know if there are any questions. Appl #24-08P, Medical Office – 1300 Sullivan Ave Public Hearing 4-23-24 Planning Department Report 1. Request for a Special Exception to section 5.3, Office Conversion Overlay, and site plan approval for the conversion of an existing home to professional offices at 1300 Sullivan Ave, RR zone. The applicant intends to operate a medical office. 2. The PZC may recall you recently commented to the Town Council on the abandonment of Collins Lane – that did occur and a portion of the ROW is being incorporated into this lot. 3. The Office Conversion Overlay regulation was enacted for the purpose of allowing conversions of existing structures in the underlying residential zones to professional offices and to facilitate the preservation of historic structures, taking into consideration such factors as proximity to commercial uses or zones, traffic volumes, amount of commercial traffic, and the suitability of the land for office conversion. 4. This application is subject to the review criteria of Sec 8.5 which include that:  The proposal is consistent with the goals and objectives of the Plan of Conservation and Development.  The application has met the requirements of the zoning regulations.  The land is physically suited to the proposed use.  Minimal, if any, adverse environmental impacts are created.  No traffic or other hazards will be created.  The impacts on the capacity of the present and proposed utilities, street, drainage systems, sidewalks, and other elements of the infrastructure will be minimal.  There will be minimal or no adverse effects on existing uses in the area.  Surrounding property values will be conserved.  The character of the neighborhood will be maintained or minimally disrupted.  The general welfare of the community will be served.  There is a balance between neighborhood acceptance and community needs.  Historic factors are adequately protected; or due consideration to preservation of historic factors has been demonstrated.  The overall physical appearance of the proposed development is compatible with surrounding development and the Commission’s goals for the neighborhood/corridor.  The architectural design is aesthetically pleasing and blends well into the surrounding area. 1 3. The specific criteria for office conversions include:  The building shall have been constructed at least 50 years prior to the date of application for approval, or 1962. (constructed in 1869)  The lot has an area of not less than 30,000 square feet.  The lot has frontage of not less than 150 feet.  An adequate line of sight entering and exiting the site is provided based on Connecticut Department of Transportation standards.  Side and rear yards shall contain landscaped buffers of ten feet in width. The buffer provisions of Sections 6.2.4 of these Regulations shall not apply.  Any addition to the structure shall not be greater than 100% of the floor area of the existing first floor.  Uses shall be restricted to professional offices; generally types of offices that operate during “typical” office hours Monday through Friday. Examples of professional offices include lawyers, architects, doctors/dentists, accountants, and engineers.  Maximum impervious coverage shall be 40%.  Wherever existing structures on the lot have historic or architecturally redeeming features, efforts shall be made to preserve and/or enhance those features; and  Only the first floor may be used for office use. Floors above the office use shall continue in residential use. 5. The applicant’s narrative describes the intended use of the building for medical services as well as the phasing plan for the project. Anticipated hours of operation are: M-F 9am-5pm, possible to 7pm; and 9am-3pm on Saturdays. 6. There is an existing 12’x18’ “garden shed” structure on site which may be used in the future for activities pertaining to the medical practice. This will be identified prior to use and building code requirements will be addressed. In the meantime, the applicant has expressed the structure will be used as a garden shed and for storage. 7. The site changes proposed include the expansion of the site driveway at Sullivan Ave., the addition of a parking lot to accommodate the 20 spaces; 27 required for the completion of all phases (8 spaces shown in reserve); a walkway to accommodate handicap accessibility into the building and a dumpster area. There are no sidewalk connections shown from this site to the Sand Hill or Sullivan Ave, though the applicant will provide one if required. We have suggested the applicant consider a walkway to the public ROW. Additionally, the new dumpster shown towards the front of the property. We have asked the applicant if there is another location that could be considered but they insist the proposed location is the most appropriate when considering truck maneuvering and neighboring parcels. 2 8. The site plan shows three phases: phase 2 includes the addition of a barn (which may be used for medical or community use in the future after additional approvals); and phase 3 includes an addition to the building with required parking. I would note that the regulations only allow an expansion equal to 100 % of the first floor. We would recommend an approval condition that the applicant return to ADRC for the addition design. 9. Site lighting is supposedly “nighttime friendly” and “full cut-off”. We have suggested that the applicant utilize a light fixture with shielding to limit back-light, but they have insisted on the proposed low-profile fixture. The applicant could change the distribution of the light to reduce back-light. The applicant has reduced the color temperature of the light to 3000K, which is consistent with Dark Sky regulations. 10. It appears that all other zoning requirements have been met. Proposed impervious coverage (including all phases) 12.1%; 40% is allowed. Lot size once the land is combined is 4.7 acres; minimum lot size allowed is 30,000 sf. Frontage is 526 feet; minimum allowed is 150 feet. 11. There is a requirement for a 10-foot landscape buffer strip along the property boundary. The applicant is proposing to retain most trees within designated buffer, and to interplant with mountain laurel and rhododendron and arborvitae. It should be noted that there is a large stand of bamboo currently growing along the eastern yard of the property. 12. The applicant intends to erect signage but plans are not complete at this time. Both building signage and a free-standing sign is permitted. 13. There are no regulated wetlands; however the proposed action will be disturbing approximately 1 acre; IWA/CC approval was granted on required 4-11-24 with the recommendation of a $5,000 erosion and sedimentation bond. 14. The existing house is currently serviced by public sewer and a well; however, the intent is to connect to public water and the existing well to be disconnected from the building’s domestic water system and be used for irrigation. A well abandonment verification form is required to be filed with the Health Department. If this application is approved, in addition to modifications mentioned, the planning department request that a new deed be filed combining the property. 3 8 2 43 18 27 22 32 28 35 40 51 34 14 39 44 24 78 23 55 21 36 260 259 237 100 1224 1300 1250 1201 1271 µ1 inch = 100 feet The information on this map is from a computer database accessed using a Geographic Information System (GIS). This is not a surveyproduct. The data provided on this map are provided for informationaland planning purposes only. The Town makes no claims or guaranteesabout the accuracy or currency of the contents of this map and expresslydisclaims liability for errors and omissions in its contents. Unauthorizedattempts to modify any information shown on this map or utilize thismap for other than its intended purposes are prohibited. Each user of thismap is responsible for determining its suitability for his or her intendeduse or purpose. In no event will the Town of South Windsor be liable forany damages, including loss of data, lost profits, business interruption,loss of business information or other pecuniary loss that might arise fromthe use of this map or the information it contains. Appl 24-08P, Medical Office Building1300 Sullivan Ave. PLANNINE DEPARTMENT CERTIFIED MAIL #7022 2410 0000 6508 7907 Peter DeMallie Design Professionals,Inc. 21 Jeffrev Drive South Windsor,CT 06074 Dear Mr.DeMaIlie. Re:Appl.24—08P Medical Office Building Special Exception. We are pleased to advise you that the Planning &Zoning Commission voted on April 23, 2024 to approve with conditions the above referenced application for a special exception to Section 5‘3 Office Conversion Overly and a Site Plan ofDevelopmentt This approval is for the conversion of an existing residence into medical offices,for a property located at 1300 Sullivan Avenue (formerly 8 Collins Lane),RR zone,as shown on plans prepared by Design Professionals.Inc.,Project N0.5195‘dated March 27,2024 and as revised April 17,2024. This approval is subject to the following modifications: 1.Prior to commencement of any site workt a meeting must be held with Town Staff. 2r No building permit will be issued until the final mylars have been filed in the Town Clerk’s office. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission.including bonds in the amount of$5,000 to ensure compliance with the erosion and sediment control measures. A landscape bond in the amount of $5.000 is required and must be submitted prior to the issuance ofa certificate of occupancy ifwork is not completed. 3.All bonds must be in one ofthe forms described in the enclosed Bond Policv. 6.An as-built plan is required prior to issuance ofa Certificate ofOccupancy per Section 9.1 .3 ofthe Zoning Regulations. 7.All plans used in the field by the developer must bear the stamp and authorized signature ofthe Town of South Windsor. 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 §14-31 1). 10.The building street number must be included on the final plan. UJ 4:. 154D Sullivan Avenue,Suuth Windsar,CT [15074 l Tel (BED)544-2511 Ext 2325 i Flanning@SuuthWindsnr~CT.gnv 6 and parking areas. before they are erected. .Engineering comments dated 4/23/24 must be incorporated into the final plans. t A new deed shall be filed in the land records combining the properties (I300 Sullivan Ave and 8 Collins Lane). .Wells on the property to be property abandoned and a well abandonment verification forms are required to be field with the Health Department. 16.The dumpster shall be relocated to the northem end of the parking lot. 17.The silos on site shall be reviewed with the Building Department to ensure they are safe. The EVSE charger installation is deferred at this time until a later date.18‘ Black and white transparent mylars of the Cover Sheet and Sheet SP—2 with the above modifications,together with three print copies of the entire set of plans (including architectural elevations and landscaping plans),must be submitted to this Commission to be stamped and signed.The letters of approval of this Commission as well as the Inland Wetlands Agency/Conservation Commission 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 ofthe Town Clerk.After filing these plans,a copy of the receipt must be submitted to the Planning Department The attached Special Exception form must be completed and filed in the Town Clerk’s office.The special exception will take effect upon filing. Sincerely, !Dab é/j/W .- Stephen Wagner,Chairman PLANNING &ZONING COMMISSION SW/js Town EngineerCCZ Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal .Pavement markings must be maintained in good condition throughout the site drives .All free—standing signs and/0r building signs require the issuance of a sign permit The Special Exception will take effect upon filing 0f this form. l.Stephen Wagner,Chairman of the South Windsor Planning &Zoning Commission. hereby certify that on April 23,2024,the Planning and Zoning Commission granted to 4 Elements Vitality Institute,LLC a Special Exception to Section 5.3 of the Zoning Regulations to allow the conversion of an existing residence into medical offices.for a property located at 1300 Sullivan Avenue (formerly 8 Collins Lane),RR zone,as shown on plans prepared by Design Professionals,Inc.,Project Not 5195.dated March 27.2024 and as revised April 17,2024. This approval is subject to the following modifications: l.Prior to commencement ofany site work,a meeting must be held with Town Staff. 7 .No building permit will be issued until the final mylars have been filed in the Town Clerk's office. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission.including bonds in the amount of$5.000 to ensure compliance with the erosion and sediment control measures. A landscape bond in the amount of $5,000 is required and must be submitted prior to the issuance ofa certificate ofoccupancy if work is not completed. A11 bonds must be in one ofthe forms described in the enclosed Bond Policy.U! An as—built plan is required prior to issuance ofa Certificate ofOccupancy per Section 9.1 .3 ofthe Zoning Regulations. All plans used in the field by the developer must bear the stamp and authorized signature ofthe Town of South Windsor. This approval does not constitute approval of the sanitary sewer.which can only be granted by the Water Pollution Control Authoritv. NO building pennits will be issued until the Office of State Traffic Administration certificate has been issued (per CGS §l4—3l l). .The building street number must be included on the final plan. .Pavement markings must be maintained in good condition throughout the site drives and parking areas. .All free—standing signs and/or building signs require the issuance of a sign permitbeforethevareerected. .Engineering comments dated 4/23/24 must be incorporated into the final plans..A new deed shall be filed in the land records combining the properties (1300 Sullivan Ave and 8 Collins Lane). .Wells on the property to be property abandoned and a well abandonment verification forms are required to be field with the Health Department. 16.The dumpster shall be relocated to the northern end ofthe parking lot. 17.The silos on site shall be reviewed with the Building Department to ensure they are safe. l8.The EVSE charger installation is deferred at this time until a later date. Lu GIS PIN #87301300 BEGINNING ATA CONCRETE C.H‘D.(CONNECTICUT HIGHWAY DEPARTMENT) MONUMENT ON THE NORTHEASTERLY RIGHT-OF-WAY LINE OF SULLIVAN AVENUE AND A WESTERLY CORNER OF THE LAND DESCRIBED HEREON; THENCE NG7°5¢'22”E ALONG THE EASTERLY RIGHT-OF-WAY LINE OF SULLIVAN AVENUE, A DISTANCE OF 15‘71 FEET TO A CONCREIE C.H.D.(CONNECTICUT HIGHWAV DEPARTMENT)MONUMENT; THENCE NO7°56‘19"E ALONG THE EASTERLV PROPERTY LINE OF LAND NOW OR FORMERLY NELSON &OHEMAA A.LEDDEN,A DISTANCE OF 343.29 FEET TO A GRANITE MONUMENT: THENCE S86°d9‘10"E ALONG THE SOUTHERLY PROPERTY LINE OF LAND NOW OR FORMERLY NOLA C.JONANNES,AND COLLINGS CROSSING CONDOMINIUMS IN PARTY BY EACH,A DISTANCE OF 362.35 FEET TO A POINT; THENCE SO7°36’29”W ALONG THE WESTERLY PROPERTV LINE OF LAND NOW OR FORMERLY TOWN OF SOUTH WINDSOR.A DISTANCE OF 452.15 FEET TO A POINT: THENCE 503°57'26"W ALONG THE WESTERLY PROF’ERTY LINE OF LAND NOWOR FORMERLV THOMAS &SARAH TAYLOR,A DISTANCE OF 41 .00 FEETTO A POINT; THENCE 342°55‘A‘I "W ALONG THE NORTHWESTERLY PROPERTV LINE OF LAND NOW OR FORMERLY THOMAS &SARAH TAYLOR,A DISTANCE OF d3.09 FEET TO A POINT; THENCE ON A CURVE TO THE RIGHT ALONG THE SOUTHWESTERLY PROPERTY LINE OF LAND NOW OR FORMERLV THOMAS &SARAH TAYLOR WITH A RADIUS OF 18000 FEET,A DELTA OF 26“00'58"AND AN ARC LENGTH OF 81 .73 FEET TO A POINT; THENCE 321°03'2‘I "E ALONG THE SOUTHWESTERLV PROPERTY LINE OF LAND NOW OR FORMERLY THOMAS 8:SARAH TAYLOR,A DISTANCE OF 136.69 FEET TO A POINT ON THE NORTHERLY RIGHT~OF-WAY LINE OF SAND HILL ROAD: THENCE SSO°22’20"WALONG THE NORTHERLY RIGHT-OF-WAY LINE OF SAND HILL ROAD, A DISTANCE OF 37‘85 FEET TOA POINT; THENCE N87°46’39"W ALONG THE NORTHERLY RTGH‘FOF-WAY LINE OF SAND HILL ROAD.A DISTANCE OF 45‘39 FEET TO A POINT AT THE NORTHERLY INTERSECTION OF SAND HILL ROAD AND SULLIVAN AVENUE; THENCE N45°23'39”W ALONG THE NORTHEASTERLY RIGHT-OFWAY LINE OF SULLIVAN AVENUE.A DISTANCE OF 68.04 FEET TO A POINT; THENCE ON A CURVE TO THE RIGHT ALONG THE NORTHEASTERLY RIGHT—OF~WAY LINE OF SULLIVAN AVENUE WITH A RADIUS OF 99493 FEET.A DELTA OF 2°09’57",AND AN ARC LENGTH OF 37.61 FEET TO A POINT; THENCE N40°51 '09"W ALONG THE NORTHEASTERLY RIGHT-OF-WAY LINE OF SULLIVAN AVENUE,A DISTANCE OF 276164 FEET TO A CONCRETE C.H.D.(CONNECTICUT HIGHWAY DEPARTMENT)MONUMENT; THENCE ON A CURVE TO THE RIGHT ALONG THE NORTHEASTERLY RIGHT-OFAWAY LINE OF SULLIVAN AVENUE WITH A RADIUS OF 940.00 FEET,A DELTA OF 8°49‘1 3",AND AN ARC LENGTH OF MAJI FEET TO THE POINT AND PLACE OF BEGINNING; THE PROPERTY DESCRIBED HEREON CONTAINS 208.758 SQUARE FEET OR 4.792 ACRES. OWNER OF RECORD:Kathleen M.Collins Dated at South Windsor.Connecticut this 2nd day ofMay.2024. ln accordance with CGS Section 8-3d Chairman Step en agner Planning &Zoning Commission Received for record this day of .20 ,at South Windsor.Connecticut ATTEST: TOWN OF SOUT WINDSOR STAFF SITE CHANGE FOR SITE s SUBDIVISION GENERAL Barbara Schmltt CHANGE ORDER CONTACT psksou Desgn Professxonals inc Phone No 860 291 8755 Address 1300 Sulllvan Ave.South Wndsor‘CT 06074 7SignatureofDesignEngr.''Date:6-20—25 CHANGE:(Describe location and nature of change.Include Four (4)copies of plan/profile of Change.) Landscape buffer reduction along rear property line. Reason for Change:(Why is change required) Existing woods in that area provides an existing buffer of 140'minimum and is also too difficult for planting where shown.New plantings would also extend into manicured areas on adjacent property. STAFF COMMENTS: ll’lirclSlWr (Wiéni’q/bl‘HCKfH/a/i’(CMsfh/f Orbwulwfvs)5hqrim/loud «Cram ~Hw M,snm,mock m lieu oi lam ‘plmnra. Cal’CShKllr 56/‘MKU/l ’0 hisvnei hanw,MWJ/imn bli‘b’xwrflwas5umwln\$'«a twain Mom:ma'niénan6&rm woodCowling my 6 perAll remove,al rain/e.a mC rhmor/Damn ”ti/«sure,Propane/lair Mani?Hm, Hus WWK W!”loL ,lvwi/oled In “‘42,imdSMg¢bat/lei Jar ai imaoi:(0 White ~Town Engineer Yellow —Applicant Pink -Director of Planning Goldenrod -Engineering Department site Name Medical Office Building P&2 No.24-08P Owner 4 Elements Vitality institute LLC Phone No.860—469—5646 Contractor Jay's Landgcaping Signature of Owner MO }_\Date:7/3/2025 APPROVALS:(As Re uiredi Dir.Of Planning /,"’\41/Date:7/4/Wfr‘s,/§/Town Engineer I IDate: Dir.of Public Works Date: Other:Date: PLANNING DEPARTMENT October 21)2025 Vasanth Kainkaryam 4 Elements Vitality Institute LLC 1300 Sullivan Avenue South Windsor.CT 06074 Dear Dr.Kainkaryam: Re:Appl.#24—08P,Medical Office Building —1300 Sullivan Avenue This is to advise you that the Planning and Zoning Commission voted on October 14, 2025 to release the following bonds: Appl.24-08P Medical Office Building E&S Bond in the amount of $5,000 reduced by $5,000 to leave a balance of—0-. As discussed.the Town of South Windsor will retain the $5,000 to cover the landscaping bond for this project.If you have any further questions,contact the Planning Department at 860—644—251 l.ext.2253.Thank you. Sincerely, f,» >y 06Lj IQ s//Kevin Folev.Vice Chairman Planning &Zoning Commission KF/js cc:Town Engineer Chief Building Official 154B SuHivan Avenue,Sauth Windsur.CT UEUM i Tel (3E0)$444511 Ext 2329 i Planning@SDulhWindsur-Cl.gnv PLANNING DEPARTMENT February 6,2026 Vasanth Kainkaryam 4 Elements Vitality Institute LLC 1300 Sullivan Avenue South Windsor,CT 06074 Dear Dr.Kainkarvam: Re:Appl.#24—O8P,Medical Office Building i 1300 Sullivan Avenue l am pleased t0 advise you that on February 5.2026,Town staffauthorized the release of the following bonds: Appl.24—08P Medical Office Building Site Bond (CO Bond)in the amount of $10.000 reduced by $107000 to leave a balance of—0—. A check will be mailed to you from the Town of South Windsor.lfyou have any further questions contact the Planning Department at 860—644—25l 1.ext.2253.Thank you. Very truly yours. lz Michele M.Lipe.AICP Director of Planning MML/js cc:Town Engineer 15110 Sullivan Avenue,South Windsur‘ET M074 i Tel (ESD)544-2511 Ext 2329 l Planning@SauthWindsar-Dl.gov