Loading...
HomeMy WebLinkAbout21-31P 1060 Main St Elderly HousingTOWN OF SOUTH WINDSOR PLANNING 8s ZONING COMMISSION APPLICATION FORM Application Number: Official Receipt Date: Munis Application #: APPLICANT: Co -Applicants: 1060 Main LLC (C/o Gershon Eichorn) 8 Housing Authority of South Windsor PROJECT NAME: 1060 Main Street COMPLETE LOCATION OF PROPERTY: 1060 Main Street, South Windsor, CT 06074 OWNER OF RECORD ON LAND RECORDS: 1060 Main LLC OWNER ADDRESS: 1650 Eastern Parkway, Brooklyn, NY 11233 GIS PIN # 54901060 ZONE A-40 NAME, ADDRESS, TELEPHONE & EMAIL ADDRESS OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: Daniel Jameson, Design Professionals, Inc., 21 Jeffrey Drive, South Windsor CT (860) 291-8755; d)ameson@designprofessionalsinc.com Estimated presentation time: 15 THIS APPLICATION IS FOR: (Check all that apply): ❑ Zone Change to (Public Hearing and Certificate of Mailing Required) ❑ Open Space Subdivision/Resubdivision (Public Hearing and Certificate of Mailing Required) ❑ Subdivision ❑ Minor ❑ Major ❑ Resubdivision (Public Hearing Required) ❑ Minor ❑ Major ❑ Conditional Subdivision ❑ Special Exception to Table 3.1.1A (Public Hearing and Certificate of Mailing Required) ❑✓ Site Plan of Development ❑ New Modification Building(s) Sq Ft 0 SF of New Construction ❑ General Plan of Development ❑ Earth Filling (Sec. 7.6) and/or Earth Removal (Sec. 7.16) (Public Hearing and Certificate of Mailing Required) ❑ Regulation Amendment ❑ Zoning ❑ Subdivision - Attach proposed amendment (Public Hearing Required) ❑ Temporary and Conditional Permit (Public Hearing Required) for ❑ Temporary and Conditional Permit Renewal for ❑ Detached In Law Apartment or ❑ Accessory Apartment (Public Hearing and Certificate of Mailing Required) ❑ Major Home Occupation (Certificate of Mailing Required) for ❑ Other (explain in detail) PLEASE NOTE: An Application Pending Sign is required to be posted on the property for all applications ten (1 day prior to being heard by the Commission. 'i Z�& L4 Signature of App cant Signature of Property Y6ner 1060 Main LLC (C/o Gershon Eichorn, Managing Member) 1060 Main LLC (C/o Gershon Eichorn, Managing Member) Prin a of A p icant 4 Print Name of Property Owner Revised 1 /9/2017 Co-Applic nt: Housing Authority of South Windsor George Daniels, Jr., Executive Director 1075 1008 1016 1042 1063 1076 1060 1024 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 #21-31P1060 Main LLC MAIN STGOVERNORS HWY 70 39 75 90 125 993 240 996 155 965 993 999997 1106 1146 1067 1039 1136 1075 1008 1016 1031 1005 1013 1042 1063 1116 1047 1120 1041 1055 1076 1090 1060 1021 1024 1105 1126 1091 µ1 inch = 200 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 21-31P, 1060 Main Street Elderly Housing P.O. BOX 1167 21 JEFFREY DRIVE SOUTH WINDSOR, CT 06074 PHONE: 860.291.8755 FAX: 860.291.8757 www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / PLANNERS / SURVEYORS / GIS ANALYSTS / LANDSCAPE ARCHITECTS 5erwng Connechcut, Massachusetts, 4 Rhode is/and June 1, 2021 Re: Inland Wetlands Agency/Conservation Commission & Planning and Zoning Applications 1060 Main Street, South Windsor, CT 06074 Dear Abutting Property Owner: 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 and is subject to a hearing by the Inland Wetlands Agency/Conservation Commission. The application and plans are on file with the South Windsor Planning Department. As an abutting property owner, you are invited to the hearing 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 hearing if you so desire. For further information regarding the specific date this will heard please contact Jeff Folger, Environmental Planner/Conservation Officer, Planning Department, 860-644-2511, ext. 229. Furthermore, 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 and is subject to a hearing by the Planning & Zoning Commission. The application and plans are on file with the South Windsor Planning Department. As an abutting property owner, you are invited to the hearing(s) to ask questions and/or give comments, however, you are not required to attend. You may also submit written comments regarding the application(s) prior to the meeting if you so desire. For further information regarding the specific date this application will be heard, please contact Michele Lipe, AICP, Town Planner, at the South Windsor Planning Department at 860-644-2511, ext. 252. 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. J % - Peter R. DeMallie President Cc: Town of South Windsor Client G:\jobs\4512\Docs\Applications\Abutters\4512 - IWA-PZC Abutter Notice.doc OQOOOOOOO m o 0 0 0 0 0 0 0 0 W O O O O O O O O O m O O O O O O O O O C 4 4 R V 4 V O� 00 I, n n n n n V n N 0 0 0 O O O O O O OwwtDwwwtDw 2C G O O O O O O O O r Y N on C to U U V U U U U OC C K K C aY K O O O O O O OM 0 0 0 0 0 0 W OM a Z z Z Z z F Z K _z _ tic m: z F z P J 2 000000203 w� Z V W W W W W J W t; tt; t; V~1 N tt; L N to Z 'O z z Z z z z .-I Z iy t0 H V c_ g 0 0 F- — m N v v m 0 Ln M °o oNtiti0Od00 Qv�i� z c~J LU3 Z c x 0 -� Q Z Z LU N he 'S O m d 0<z>� W yZj d CA0 Z Z. ,> J z O V N ;% OU QC � GG Q W W Z Z J W Y tt; Z O L Z acco N z Q J z Q Z W C W C Q d uU ar 0 O C d 0 O W m (7 = ~ Q O 0 2 J d l9 0 C9 U' W Q r r r _ W W W W W W W W W w W K W K W K W K W K W C W C N F F F F H F F F 0 N N N N N N N N N Z Z Z Z z z z Z Z W Z a a a a a a a> v 5 g g 2 g g g 20 Q O O n N m to N 00 0 CA tD n n N N O rl O O O O O N V1 a -I ei .-i t-I t-1 t-1 ei ei ei O tD i� N M N N O Ol rl d' V <D n n O ei O O O O O jLn aN TOWN OF SOUTH WINDSOR CHECKLIST REQUIRED INFORMATION SITE PLANS APPLICANT 1060 Main, LLC PROJECT NAME 1060 Main Street This checklist must be sinned by plan preparer (P.E./L.S.) declaring that all required information is provided. Items 1-7 are required for all applications; items 8-11 required where appropriate. Check mark for each item supplied. _X 1. On each sheet for plans or maps, title block with the following information: _X a. Name, address and telephone of applicant. X b. Name, address and telephone number of Land Surveyor or Professional Engineer. X c. Name of Development. X d. Date when drawings were made. X 2. Key Map: An overall map drawn to a scale of 1 inch equals either 100 feet or 200 feet. This map will show the overall design of the Development and surrounding property within 500 feet. X a. Data block which gives needed zoning information such as percentage of lot coverage, acreage of tract, number of apartment units, parking requirements, etc. X b. Outline of buildings. X c. Layout of streets. X d. Surrounding property boundaries -within 500 feet. X e. Names of abutting property owners. ,X f. Proposed open spaces and recreation areas. X g. Driveway cuts on abutting properties and any properties across from proposed site. X h. Distance to and name of nearest intersection street. .X 3. Architectural Elevations: See attached checklist for Architecture and Design Review. i x 4. Plot Plan: A layout map of the proposed site drawn to a scale of 1 inch equals 40 feet on either of the following size sheets: (1) 24" x 36" with a 3/4" ruled margin; (2) 18" x 24" with a 1/2" ruled margin, containing the following data: x a. Distance and bearings of all boundary lines and acreage of site. Iron pins required at all property angle points and shown on map. x b. Proposed streets and street lines with center line station, curve data, and parking spaces. x c. Buildinglines in accordance with zoning g regulations. x d. Proposed buildings and other structures, including signs, outside lighting, and dumpsters (on concrete pad and screened). x e. Easements, noting grantors, grantees, and purpose must be shown in table format, e.g. below Grantor Grantee Type of Date Filed Vol/Pg Easement x f. Names of abutting property owners. x g. Monuments will be indicated at corners and angles of all streets and at all points of curvature and tangency. The monumented points within proposed site shall be coordinated. These coordinates shall appear in tabular form on the plot plan. The accessibility of these CGS points shall be determined by the Town Engineer. N/A h. All open space or other common or public land uses shall be indicated. x i. A-2 certification; P.E./L.S. Seal. x 5. Topographic Map: A map drawn to a scale of 1 inch to 40 feet on sheets not exceeding 24 inches by 36 inches, including ruled margins shall in addition to the requirements of the plot plans show the following: x a. All existing and proposed buildings. x b. Curb Lines and pavement width, sidewalks. x c. Existing and proposed sanitary sewers. x d. Existing and proposed water and -all existing utilities. E x e. Present wooded area indicated by foliage lines. Any trees to be saved should be shown. x f. Existing and proposed contours shall be shown in not less than two -foot intervals, but in cases of relatively level land; the contours shall be one - foot intervals and spot elevations. x g . Regulated wetlands and 100-year floodplain or note that none are present. x h. Proposed storm drainage system, showing all catch basins, endwalls, manholes, lengths and sizes of pipes and elevations of structures. (Maximum distance between catch basins shall be 300 feet and minimum size of storm drain lines shall be 15 inches, within Town ROW.) If plan/profile sheet is provided all of this does not need to be shown. Only top of frame elevations and inverts of open discharge pipe shall be shown on this plan. NIA i. Connections of all springs into proposed storm drainage system as needed. x j. Location and indications of existing brook channels, and 100-year flood limits. x k. A-2 & T-2 Certification; P.E & L.S. Seals. x 6. Landscaping plan x 7. Drainage calculations: - Zero Runoff Increase per attached guidelines. x 8. Traffic Report x 9. Site Lighting Plan N/A 10. Plans and Profiles: A plan and profile of the proposed streets drawn on plan/profile paper of scales 1 inch to 40 feet horizontally, and 1 inch to 4 feet vertically on sheets not exceeding 24 inches by 36 inches, including ruled margins and containing the following: N/A a. Layout of streets in sections coordinated by stations with the profile. N/A b. Street plan showing roadways, drainage, sanitary sewer (including house sewer), foundation drains, lot lines, buildings including all utilities with elevations (top frame and inverts), size, type, length, slopes of pipes. N/A c. Sight line at driveway & street intersections. N/A d. Profile of roadway showing existing and finished grades. Roadway profile will show all tangent grade and all vertical curve information. N/A e. Profile will show all catch basins and all drainage lines between catch basins with all invert and top of frame elevations, sizes, lengths and slopes of pipes. N/A f. Where any storm drainage line discharges into an existing brook sufficient profile of this brook will be shown to determine conditions. N/A g. CGS datum shall be used on all sites accessible to these controls. The Town Engineer shall, based on standard engineering practices, determine the accessibility of these controls. N/A h. Profiles shall show all sanitary sewer lines and manholes, including elevations, (inverts, top of frame) sizes, lengths, and slopes of pipes. Top of foundation elevations for building shall be shown. N/A 11. Open Space Site Improvement Plans: For sites which require or include a provision for open spaces, a plan which contains data for site improvement may be required. This map shall be drawn to a scale of 1 inch equals 40 feet. N/A 12. Sanitary Report: Where individual sanitary sewage disposal systems are proposed, the final plans shall include a Sanitary Report certified by a Professional Engineer. The report shall demonstrate the feasibility of the proposed individual systems. Daniel H. Jameson, P.E. PLAN PREPARER February 2002; Rev. 4-04 06/01/2021 ii —; - Doc ID: 002772030004 Tyne: LAN ���o��� ���� ��� ew��������pa����-���m� RECORDING REQUESTED BY AND WHEN RECORDED M&|L TBiSDEEDAND&LL (Space Above For Recorder's Use) SPECIAL WARRANTY DEED � 1-his Special Warranty ��d (this "Deed") is dated !his �~��f�doy of September, 2020, between SBN 7VDE()LLC_uDelaware limited liability company " ")und 1060 MAIN LLC ("Grantee") whose address is 1650 Eastern Parkway, Brooklyn. NY 11233. VV\TNE86BTU,that Grantor. for and inconsideration o[the mumo[E(GUTHUNDRED FIFTY TU(}DS/\ND and NO|OUTUS D(}LL/\K5 ($850,000�00) and other vo|uoNe cnnsidcmtion, th�rcu�iptvvh�rcufishcrcbyocknow\cd�cd hvUozntu� huy�ron<cd_ bor�uined, sold and coovevcd, and by these presents does grant, bargain, odL convey and cnnI-11-111 un(o OrunLcc, all of that onduin real property, oi(ua1c, lying and being in thc City of8ouih Windsor. State o� ConncoticuL and more purticu\ody described on Exhibit A attached honc10 (tile TOGETHER WITH all and Sing-u|ar the herrdkumcn1s and appurtenances Lhen:u1110 bc|ongiug, or in onyv/isc oppertoinin(l, and the reversion and reversions. remainder and remainders, rents, issues and profits thereof.- and all the estate, righ1. title, intcocmi, claim and dernand whatsoever. ot'Grantor. either in law or eqUltV. 01'. in and to the property: SUBJECT T{)the "Permitted "o|tachojherekoos Exhibit and incorporated reference - TO HAVE AND ]l) HOLD the property above hunuzincd and described unk/ Grantee AND Grantor. covenants and ayrecato and with Grantee, k`warrant and def'end lhequio( and peaceable possession o[the PnopcUy, by GnanLne, u0oios(every person who |uvvfui|ydoims the Property or any part thereof. by. 1hnou�111 o, Under Grantor. and b� no other. eu6icc1 to the permitted Exceptions, |Si-nutUccand ucknovv|cd�ncnipa�es[bUoml Conveyance Tax p —etl-r�kOf S�Outh �dso�r IN WITNESS WHEREOF, Grantor has executed this Special Warranty Deed as of the day and Witnesses: ou r --T7 STATE OF COUNTY OF In witness whereof I hereunto set my hand. Notary Public My Commission Expires. x� All that certain piece orparcel ofland with the buildings and improvements thereon, situated |nthe Town of South Windsor, County ofHartford and State cf Connecticut nnthe easterly side nfMain Street, and known am1O8UMain Street, as shown nnamap entitled "Property mfLYNDAE.F(]LEYSOUTH VV|NDS()Fl CONVALESCENT HOME 1080 Main Street, South Windsor, Connecticut Scale: i^ = 50'June 17. iQR8 [}ubie|Associates Survey 1237^,which map shall berecorded inthe South Windsor Land Records, and being more particularly bounded and described oofollows: Beginning at an iron pipe othe easterly side ofMain Street, said iron pipe being 231.22feet southerly from a Connecticut Highway Department bound as measured along said easterly line of Main Street. Said iron pipe is also the southwesterly corner of tract herein described and the northwesterly corner of land now or formerly ofJulia Pease. Thence running N29'-28'-OO"E along the easterly line ofMain Street, 231.32feet toa Connecticut Highway Department bound; Thence running N2S"-29'-OO^E along the easterly line ofMain Street, 4O.88feet tmaniron pipe atthe southwesterly corner ofland nor orformerly ofJames K4i|kie� ThenmerunningS 5O"-57-O0^Ealong the southerly line ofland ofsaid K8i|hie 253.23 feet tma point adthe southeasterly corner ofland ofsaid Mi|kie: Thence running N 29"-26'-00" E along the easterly line ofland of said K8i|kie 175.O0feet hm o point atthe northeasterly corner of land of said Milkie and the southerly line of land now or formerly of Thomas Smith; Thence running S5D"-6T-OU^Ealong the southerly line ofland ofsaid Smith887.U4 feet foopoint atthe southeasterly corner ofland nfsaid Smith: Thence running N 37"-1T-00"E along the easterly line ofland cf said Smith 1B9.85feet toa point atthe northeasterly corner ofland mfsaid Smith: Thence running N 50'-47'-00" W along the northerly line of land of said Smith 167.60 feet to a point in the northerly line ofland ofsaid Smith and the southeasterly corner ofland now orformerly ofLud|umm; Thence running N 32"~55'-0U"Ealong the easterly line mfland ofsaid Lud|um 132.18 feet to a point o(the northeasterly corner ofland ofsaid Ludlum; Thence running S 55"-12'-OQ"Ealong the southerly line ofland mfsaid Lud|um14O.58feet toapoint inthe southerly line ofland ofsaid Lud|um; Thence running S 55'-12-00" E along the southerly line of land of said Ludlum 170.76 feet to a point at tF" northeasterly corner of land of said Ludlum and the westerly line of land now of formerly of Richard P. & Oliver Jones; Thence running S 39'-46'-30" W along the westerly line of land of said Jones 809.19 feet to a point at th southwesterly corner of land of said Jones and the northerly line of land of said Pease; Thence running S 50'-17-00" W along the northerly line of land of said Pease 170.17 feet to a point in the Thence running N 50'-1 F-00" W along the northerly line of land of said Pease 722.94 feet to a point in the northerly line of land of said Pease; Thence running N 500-15-00" w along the northerly line of land of said Pease 285.20 feet to the point o or place of beginning. Received for Record at South Windsor, CT On 10/ 15/2020 At 12:33:37 pro P.O. BOX 1167 CIVIL & TRAFFIC ENGINEERS / LAND SURVEYORS / PLANNERS 5eming Connecticut, Massachusetts, t Rhode /stand 1060 Main Street Elderlv Housing Project Narrative Site Plan Modification & Special Exception 1060 Main Street South Windsor, Connecticut DPI Project No. 4512 June 1, 2021 Proiect Overview 21JEFFREY DRIVE SOUTH WINDSOR, CT 06074 PHONE: 860.291.8755 FAX-860.291.8757 www.designprofessionalsinc.com LANDSCAPE ARCHITECTS On behalf of the co -applicants, 1060 Main, LLC (an affiliate of Up Realty, LLC) and the South Windsor Housing Authority, we are submitting this brief project narrative describing the proposed work and demonstrating compliance with the special exception criteria for the above -referenced new elderly housing development. In the Fall of 2020, 1060 Main, LLC purchased the former South Windsor Rehabilitation and Nursing Center and Paradigm Healthcare Center of South Windsor located at 1060 Main Street to renovate the existing building and parking lot, with interior and exterior building and site modifications, to utilize as market rate elderly housing apartments. They are seeking a Special Exception for "Elderly Housing" in the A-40 Residential zoning district (Table 3.1.1A) in compliance with Special Regulations Section 7.7, and a Site Plan Modification for the improvements shown on the enclosed plans. Up Realty, LLC, operating on the subject site as 1060 Main, LLC, is a New York -based company that specializes in the adaptive reuse of abandoned nursing home facilities into elderly housing, as is currently proposed. With a local East Hartford office, the applicant is expanding its development reach out of New York and into Connecticut to provide amenity -rich, market rate 62-and-over apartments through their consistent reuse of existing structures to meet a growing demand for independent elderly living facilities in various communities. The primary objective of Up Realty's development work is to maintain as much of the existing site and building as possible to limit disturbance to surrounding neighbors and uses, while preserving the existing character with which communities are familiar. A key feature of this application is the co -applicant status with the Housing Authority of South Windsor to increase and improve the amount of elderly housing dwelling units available to Town residents, and as required by Section 7.7.2 of the South Windsor Zoning Regulations. Prior to submission, the Housing Authority met with the applicant's design and entitlements team to review the proposal and subsequently approved co -application with 1060 Main, LLC, given the 62 years of age and over requirement. The agreement between these two entities will allow the proposed facility to be owned and operated by a private, proprietary organization while promoting the goals and objectives of the Housing Authority. Proposed Building and Site Elements The site currently contains an approximately 31,495 SF one-story building that is vacant and under-utilized. During its previous uses, the building was served by 60 parking spaces, including 5 handicap -accessible spaces, and associated sidewalks and aboveground and underground utilities. The proposed development aims to preserve the majority of the existing good quality, compliant, and accessible site features while introducing new amenities and access throughout the site. The building interior will see the most drastic changes in this development to accommodate a total of 37 apartments, split between 21 one -bedroom and 16 two -bedroom units. An existing corridor currently runs through the middle of the building but will be removed to allow each of the 37 units to have their own entry door on the outside of the building. Where there is not already room on the fagade for a new door into the unit, an existing window will be converted into a door. Aside from the replacement of some degraded exterior building finishes and materials, the introduction of new doors will be the primary exterior building improvement. A range of unit sizes and amenities are available for both the one- and two -bedroom options. The one -bedroom units range from 569 SF to 799 SF, each with one bathroom, and the two -bedroom units range from 870 SF to 1,201 SF, nine of which have two bathrooms and six of which have an additional office/den space. Walk-in showers will be available as well as in -unit washers and dryers and high -end kitchen finishes. The dwelling units will have operable air conditioning and heating through heat pumps and exterior condenser units. Baseboard heating may also be available should residents wish to have additional heat sources in the winter. The entire building will continue to be served by a fire sprinkler system, much of which already exists in the structure. Various building -related shared amenities will also be provided on site. A community room is being proposed in the southwest building corner with two bathrooms and a small kitchen to host small gatherings for the residents and their guests. This room is accessible from two sides of the building to promote ample access for both residents and any deliveries that may be brought to the facility for events. Also, currently existing on site is a courtyard in the interior of the building. This space contains walkways and mature shade trees that will be protected and preserved during construction. This courtyard will be directly accessible by 24 of the apartment units. Two corridors are being proposed off the courtyard to allow access by the remaining residents, as well as access for maintenance and emergency egress. Site improvements are also introduced to the existing parking lot and circulation to accommodate the new use. The existing pavement will be expanded to create a 24'-wide circumferential drive around the entirety of the building. The addition of this drive promotes the even distribution of new parking spaces on all four sides of the building. Final site conditions will see an increase of parking from 60 spaces to 78, including 8 evenly -distributed handicap -accessible spaces (only 4 are required). Of these 78 spaces, there is at least one space per dwelling unit entrance on each of the building faces. Each of these parking spaces is also associated with an existing or proposed concrete sidewalk to bring each resident directly to their door as well as around the building without interruption or obstacle. The existing 8 parking spaces along the access drive will be removed to increase the safety of pedestrians on site and in consideration of the immediate neighbor. esign G:\jobs\4512\Oocs\Applications\PZC\Submission 1 2021-06-01 \Working\1060 Main Street -Project Narrative.docx onMe Another new feature of this site is the inclusion of Electric Vehicle Ready and Installed parking spaces per Section 6.4.10 of the South Windsor Zoning Regulations. Based on the total number of parking spaces for this development, 3 spaces are required to include installed charging stations for electric vehicles. Of these 3 spaces, one is designed as van -accessible without being restricted to handicap -accessible use and the other two will be standard 9'xl8' parking spaces. Also, per the regulations, 5 more parking spaces (for a total of 8) will be provided with conduit provisions for Level One EV Charging that can be installed in the future if deemed necessary. Of the additional 5 spaces, one will be provided in a handicap -accessible restricted space. Beyond hardscape improvements, softscape enhancements are proposed to serve residents and maintain zoning compliance. A 25' wide buffer has been added on all side and rear property lines to provide screening for the abutting residential uses. This buffer will be appropriately planted with a combination of evergreen and deciduous trees and shrubs, except within the existing woods along the far -east rear line which is free from any proposed activities. Other landscape plantings and 12' tall LED light poles are proposed around the site to increase shade, seasonal -interest, and safety on site. As previously mentioned, the open lawn in the front of the building will be preserved in its current state, but the applicant and design team strongly feel that an outdoor gathering space is a priority for the residents. Accordingly, just under 18,000 SF of wooded area to the rear of the building will be removed and resurfaced as lawn for flexible, passive recreation, gathering, and other activities. The placement of this open area to the back of the site will limit any noise impacts to the neighboring properties. Due to the increase in impervious surface and land cover changes for the proposed site improvements, the existing stormwater management system is being supplemented to treat and infiltrate additional stormwater runoff. One new drywell is being utilized in addition to the two existing drywell structures. Any overflow from these structures will enter one of three planted depressions or basins where water infiltration and water quality treatment will occur. Two large basins are located to the rear of the building with leakoffs from the pavement and the third small depression is being proposed near the northwest building corner. The introduction of these stormwater management practices eliminated the need to direct stormwater to the stream along the far -eastern property line, thus eliminating the opportunity for any wetland or upland review area disturbance. Special Exception Criteria Per the South Windsor Zoning Regulations, the proposed land use is subject to the Special Exception Review Criteria outlined in Section 8.4 B of the Zoning Regulations. We believe the proposed Elderly Housing use meets the review criteria, namely: L The proposal is consistent with the goals and objectives of the Plan of Conservation and Development The POCD has a top priority of preserving the character of Main Street as a strong reminder of the Town's heritage. The applicant and this project have no intention of altering the character of the neighborhood or street. This is being accomplished by maintaining the entire open front lawn of the site, approximately 275' of well-preserved space off the edge of pavement, as well as the plantings and building fagade that face the road. The new on -site development will largely be to the sides and rear of the existing building, which will make any changes minimally apparent or visible from Main L G:\jobs\4512\Dou\Applications\PZC\Submission 1 2021-06-01 \Working\1060 Main Street -Project Narrative.docx itself. Additionally, there is a sidewalk connection bringing residents to the existing bus stop at the driveway entrance, but there is no sidewalk proposed along the street frontage to preserve the corridor's character without sidewalks. Meetings with neighboring property owners have taken place with the design and entitlements team and they strongly support the design decision to omit street frontage sidewalks from the application. The POCD also recommends preserving natural resources and this project does not propose any disturbance to the wetlands, upland review area, or stream in the rear of the site. A large majority of the existing wooded area will be protected as well. Z The application has met the requirements of the zoning regulations. The application meets the requirements of the regulations for Elderly Housing in a single-family residential zone (A40) as a Special Exception. 3. The land is physically suited to the proposed use The land is suited for the proposed elderly housing use on site as the previous uses were similar in nature and served similar demographics. The new use as rental housing will provide more stability on a currently vacant site, and the existing land and infrastructure will be enhanced to suit residents and their visitors year-round in a safe manner. This property is currently served by public water, sewer, and electric services; all heating and air conditioning will be provided through heat pump and outdoor condenser units so public natural gas connections are not required. 4. Minimal, if any, adverse environmental impacts are created This development will have minimal environmental impact as demonstrated by the submitted plans and reports. No disturbance is proposed in the regulated areas on site, including the wetlands, associated 80' upland review area, and portion of Newberry Brook that parallels the rear property line. S. No traffic or other hazards will be created A traffic statement is provided as a part of this application to discuss existing and proposed traffic patterns. To summarize the findings in the provided statement, the proposed housing use generates minimal traffic. As compared to the previous nursing home use, there is a slight morning increase of 4 additional trips/hour, but the site sees a decrease of 9 trips/hour in the afternoon (based on Institute of Transportation Engineers' data). No major traffic hazard or safety concerns are expected because of the new use at this development. The facility will also utilize the existing curb cut and access driveway on Main Street. 6. The impacts on the capacity of thepresent and proposed utilities, street, drainage systems, sidewalks, and other elements of the infrastructure will be minimal, The existing building renovation will utilize current public water and sewer connections available along the property frontage in Main Street. Existing communications and electrical services will also be utilized to provide heating and cooling as previously discussed. Sidewalks on site will be preserved where existing ADA-compliant routes are present and will be supplemented by new fully accessible sidewalks around the entire building and parking areas. Existing and proposed drywell structures, in conjunction with planted infiltration basins, will collect and treat stormwater runoff and discharge at or below peak volumes for the evaluated storm events. 7• There will be minimal or no adverse effects on existing uses in the area. The site is surrounded by single family residential and agricultural uses which will be minimally impacted by the adaptive reuse nature of this project. Where new development is proposed on site, appropriate and sufficient screening methods are proposed to reduce sightlines on and off the property without completely blocking views to surrounding natural and passive - recreational amenities. Great care has also been taken by the applicant to work with abutting property owners to reduce impacts to the existing uses and provide safe roperty G:\jobs\4512\Docs\Applications\PZC\Submission 1 2021-06-01 \Working \1 060 Main Street -Project Narrative.docx 8 line relationships between generational property owners and the future residents and their visitors. 8. Surrounding property values will be conserved It is expected that existing property values will not be adversely impacted given the compatible use and improvements that are proposed on this currently vacant, underutilized site. 9. The character of the neighborhood will be maintained or minimally disrupted As discussed in Special Exception Criteria #1, the primarily interior building renovations and exterior circulation improvements will be minimally disruptive to the neighborhood. Roughly 350' of the site off Main Street's edge of pavement will remain in existing conditions with the exception of one proposed east -to -west awning sidewalk and new supplemental landscape plantings and new residential -scale site lighting. There is also an effort being made to preserve vegetation along abutting properties and to the rear of the existing building, and the inclusion of additional evergreen and deciduous plantings and fencing in and around the 25' buffer along all side and rear property lines. 10. The general welfare of the community will be served The general welfare of the community will be served through the development and improvements to the site's current vacant state. There is a growing demand in Town for elderly housing and this development will help to serve that need, and therefore serve the general welfare of a growing South Windsor demographic. The private ownership of the site will also benefit the community economically: Town real property taxes will add to the South Windsor Grand List along with added motor vehicle taxes for new South Windsor residents. 11. There is a balance between neighborhood acceptance and community needs. This lot previously served elderly nursing home and healthcare center tenants, and the proposed privately -owned housing use will return economic growth to this vacant site and provide visual and environmental enhancements to the property. There currently are three single- family residential properties directly abutting the subject site, and three directly across Main Street that will not be impacted by the proposed site improvements and adaptive reuse. The proposed site improvements will be largely located to the rear of the existing building away from the residential developments. Any work on the sides of the building closest to the residential neighbors will be thoroughly screened from view as discussed directly with these neighbors. Accordingly, the neighborhood acceptance has been balanced with community needs. 12. Historic factors are adequately protected; or due consideration to preservation of historic factors has been demonstrated There are no known historic factors that will be impacted on the site. Much of the existing building fagade will be preserved and amended where degraded to protect the current character of Main Street. 13. The overall physical appearance of theproposed development is compatible with surrounding development and the Commission's goals for the neighborhood/corridor. The overall appearance of the existing building will be preserved, as previously discussed, and any new improvements will be minimally noticeable from Main Street or by abutting property owners. The proposed passive atmosphere of the site will be compatible with surrounding uses, including site -appropriate landscaping and dark -sky compliant, full cutoff lighting that will not exceed 12' in height. 14. The architectural design is aesthetically pleasing and blends well into the surrounding area. The attractive character of the existing building will be preserved, and site improvements are proposed at an appropriate scale to match and supplement existing conditions. G: fobs\45121Doc \Applications\PZC\Submission 1 2021-06-01 \Working\1060 Main Street -Project Narrative.docx As such, we believe the elderly housing site plan modification proposal is appropriate for this property and will meet a growing housing demand in the Town of South Windsor. We look forward to reviewing this application with Town Staff and the Commission and are available should you have any questions or comments. Sincerely, Design Professionals, Inc. �liIAA Peter DeMallie President G:Vobs\4SI2\Docs\Applications\PZC\Submission 1 2021-06-01 \Working\I060 Main Street Project Narrative.docx ©···esignrofessionalsesign rofessionals· · · esign rofessionals 54901018 1018 MAIN STREET SMITH SHIRLEY W 54901115 1115 MAIN STREET BANCROFT CAROLE 54901075 1075 MAIN STREET GOODWIN KENNETH C JR 54901031 1031 MAIN STREET PILATTI ERICH C & REGINA M 54901024 1024 MAIN STREET BURNHAM WALTER M TR 54901039 1039 MAIN STREET JACKSON JEAN B 22200110 110 COLONY ROAD ALVARADO JOSE & ROSA 54901005 1005 MAIN STREET SOLTOSKI ADAM W & KERI M 54901021 1021 MAIN STREET LOFTUS THOMAS J III 54901060 1060 MAIN STREET 1060 MAIN LLC 54901055 1055 MAIN STREET GRIGORIAN STEVEN P 54901146 1146 MAIN STREET KASHETA EDWARD W JR & DONALD T ETAL 36900155 155 GOVERNORS HIGHWAY JE SHEPARD COMPANY 10800100 100 BIDWELL ROAD JE SHEPARD COMPANY 36900039 39 GOVERNORS HIGHWAY KASHETA EDWARD W ETAL 54901090 1090 MAIN STREET DALPE LINDA LEVACK 54901116 1116 MAIN STREET MACOMBER JON D & CARON A 54901047 1047 MAIN STREET LINDQUIST RICHARD R 54901106 1106 MAIN STREET PHILLIPS JOHN B & JILL B 54901002 1002 MAIN STREET PRIOR JANET S TR 54901042 1042 MAIN STREET PRIOR JANET S TR 54901091 1091 MAIN STREET SUNDERLAND EDWARD 36900195 195 GOVERNORS HIGHWAY SHEPARD POLA INC 36900125 125 GOVERNORS HIGHWAY SHEPARD POLA INC 54901008 1008 MAIN STREET PERKINS JOHANNA V & JAMES B 54901063 1063 MAIN STREET GREER DARIN E & SOHINI T 54901013 1013 MAIN STREET TREADWELL GEORGE W & MELODY D 54901101 1101 MAIN STREET URSIN DIANE G TRUSTEE 54901076 1076 MAIN STREET DUBREUIL LISA A TR 54901016 1016 MAIN STREET SMITH KYLE S & 54901136 1136 MAIN STREET YOUNG KATHLEEN A 54901041 1041 MAIN STREET SOUTH WINDSOR CEMETERY ASSOC INC 54901067 1067 MAIN STREET MADDEN DEBRA A TR ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals ©···esignrofessionals· · · ’ · · · · ’ · ©···esignrofessionalsSTAKE TREES ONLY UPON THE APPROVAL OF THE LANDSCAPE ARCHITECT SEE STAKING DETAIL. WRAP TREE TRUNKS ONLY UPON THE APPROVAL OF THE LANDSCAPE ARCHITECT. SEE WRAPPING DETAIL. DO NOT HEAVILY PRUNE THE TREE AT PLANTING. PRUNE ONLY CROSSOVER LIMBS, CO-DOMINANT LEADERS, AND BROKEN OR DEAD BRANCHES. SOME INTERIOR TWIGS AND LATERAL BRANCHES MAY BE PRUNED; HOWEVER, DO NOT REMOVE THE TERMINAL BUDS OF BRANCHES THAT EXTEND TO THE EDGE OF THE CROWN. NOTE: FOR DIMENSIONS OF PLANTING AREAS, TYPES OF SOIL AMENDMENTS, OR SOIL REPLACEMENT, SEE "SOIL IMPROVEMENT DETAILS." NOTES: MARK THE NORTH SIDE OF THE TREE IN THE NURSERY, AND ROTATE TREE TO FACE NORTH AT THE SITE WHEN EVER POSSIBLE. SET TOP OF ROOT BALL FLUSH TO GRADE OR 25MM-50MM (1"-2") HIGHER IN SLOWLY DRAINING SOILS. MULCH RING, 1800MM (6') DIA. MIN. 2400MM (8') DIA. PREFERRED 50MM (2") MULCH. DO NOT PLACE MULCH IN CONTACT WITH TREE TRUNK. MAINTAIN THE MULCH WEED-FREE FOR A MIN. OF THREE YEARS AFTER PLANTING. EACH TREE MUST BE PLANTED SUCH THAT THE TRUNK FLARE IS VISIBLE AT THE TOP OF THE ROOT BALL. TREES WHERE THE TRUNK FLARE IS NOT VISIBLE SHALL BE REJECTED. DON'T COVER THE TOP OF THE ROOT BALL WITH SOIL. 100MM (4") HIGH EARTH SAUCER BEYOND EDGE OF ROOT BALL. REMOVE ALL TWINE, ROPE, WIRE AND BURLAP FROM TOP HALF OF ROOT BALL. REMOVE COMPLETELY IF SYNTHETIC IS USED. TAMP SOIL AROUND ROOT BALL BASE FIRMLY WITH FOOT PRESSURE SO THAT ROOT BALL DOESN'T SHIFT. IF PLANT IS SHIPPED WITH A WIRE BASKET AROUND ROOT BALL, CUT THE WIRE BASKET IN FOUR PLACES AND FOLD DOWN 200MM (8") INTO PLANTING HOLE. PLACE ROOT BALL ON UNEXCAVATED OR TAMPED SOIL. 1.NO MULCH WITHIN 3" OF TREE TRUNK 2.THIS DETAIL ASSUMES THAT THE PLANTING SPACE IS LARGER THAN 2400 MM (8 FT.) SQUARE, OPEN TO THE SKY, AND NOT COVERED BY ANY PAVING OR GRATING. 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 DETAIL2 Not to Scale SHRUB & GROUNDCOVER PLANTING DETAIL3Not to Scale SOIL IMPROVEMENT DETAIL1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 0.1 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 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 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 0.1 0.2 0.3 0.3 0.3 0.5 0.6 0.6 0.4 0.3 0.2 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 0.1 0.1 0.3 0.6 1.1 1.3 1.7 1.4 1.1 0.8 0.5 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 0.1 0.2 0.5 1.2 2.8 4.1 4.2 2.1 1.5 0.9 0.4 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 0.1 0.1 0.2 0.6 1.8 2.6 0.7 5.5 2.2 1.1 0.5 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 0.1 0.1 0.2 0.5 1.6 4.0 6.1 3.1 1.5 0.7 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.8 2.6 3.8 2.4 1.1 0.5 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 0.1 0.1 0.1 0.1 0.2 0.5 1.3 1.8 1.8 0.9 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 0.2 0.2 0.2 0.5 0.9 1.3 1.4 0.8 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 0.2 0.4 0.5 0.5 0.9 1.1 1.2 1.2 0.7 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 0.2 0.5 0.9 1.7 2.1 2.1 1.6 1.4 1.1 0.6 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.3 0.8 2.0 3.3 5.3 3.9 2.0 1.4 0.8 0.4 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 0.1 0.1 0.3 0.9 2.8 1.2 3.3 3.3 1.6 0.8 0.4 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 0.1 0.1 0.1 0.3 0.7 2.1 5.3 5.9 2.1 1.1 0.5 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 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 0.1 0.1 0.1 0.2 0.4 1.1 2.8 2.9 1.7 0.7 0.3 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 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 0.1 0.1 0.1 0.2 0.2 0.3 0.8 1.5 1.8 1.5 0.6 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.4 0.3 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.3 0.4 0.8 1.2 1.5 1.3 0.6 0.2 0.1 0.1 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.6 1.0 1.0 0.7 0.4 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.1 0.1 0.2 0.5 0.8 1.1 1.4 1.5 1.4 1.4 1.1 0.6 0.2 0.1 0.0 0.0 0.0 0.0 0.1 0.2 0.3 0.6 1.0 1.8 3.0 2.7 1.5 0.6 0.3 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.4 0.9 2.0 3.3 4.3 2.6 1.8 1.4 0.9 0.4 0.2 0.1 0.0 0.0 0.1 0.2 0.3 0.6 1.1 2.0 4.5 3.2 1.8 2.9 0.9 0.3 0.2 0.2 0.3 0.3 0.3 0.2 0.1 0.1 0.1 0.1 0.2 0.4 1.2 3.0 0.6 6.2 3.2 1.7 0.9 0.5 0.2 0.1 0.0 0.0 0.0 0.1 0.1 0.2 0.5 0.9 1.4 2.0 4.2 4.0 5.8 3.7 1.0 0.3 0.3 0.4 0.7 0.8 0.6 0.4 0.2 0.1 0.1 0.1 0.2 0.4 1.2 3.3 4.4 4.0 2.0 1.0 0.4 0.2 0.1 0.1 0.0 0.0 0.1 0.1 0.3 0.4 0.7 1.1 1.3 1.7 2.3 4.0 2.6 1.4 0.8 0.8 1.1 2.3 2.3 1.4 0.7 0.3 0.1 0.1 0.1 0.1 0.3 0.6 2.0 4.1 3.2 1.4 0.6 0.3 0.1 0.1 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.4 0.5 0.6 0.9 1.3 2.1 1.9 1.4 1.2 1.7 3.4 4.3 1.9 3.1 1.1 0.3 0.1 0.1 0.1 0.1 0.1 0.3 1.1 1.8 1.8 1.1 0.4 0.2 0.1 0.0 0.0 0.1 0.1 0.1 0.1 0.2 0.3 0.4 0.4 0.5 0.6 0.7 1.3 1.6 1.5 1.6 2.0 4.0 5.4 2.9 4.5 1.2 0.3 0.1 0.1 0.0 0.1 0.1 0.2 0.6 1.0 1.3 0.9 0.3 0.1 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.2 0.3 0.5 0.7 0.8 0.7 0.7 0.6 0.9 1.2 1.3 1.5 1.8 1.9 2.6 5.0 3.4 1.5 0.5 0.1 0.1 0.0 0.0 0.1 0.1 0.3 0.6 0.8 0.6 0.3 0.1 0.0 0.0 0.0 0.1 0.1 0.2 0.2 0.3 0.6 0.9 1.1 1.1 1.0 1.0 0.8 0.7 0.7 0.8 0.8 0.7 1.0 1.4 2.0 1.9 1.2 0.5 0.2 0.1 0.0 0.0 0.0 0.1 0.2 0.3 0.4 0.3 0.2 0.1 0.0 0.0 0.1 0.1 0.2 0.3 0.3 0.5 0.9 1.1 1.5 1.9 1.5 1.2 1.1 0.8 0.6 0.5 0.4 0.4 0.5 0.7 1.1 1.5 1.0 0.5 0.2 0.1 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.2 0.1 0.1 0.0 0.0 0.1 0.2 0.4 0.5 0.6 0.7 1.1 1.4 2.7 3.4 3.0 1.9 1.2 0.9 0.5 0.4 0.4 0.4 0.4 0.5 0.7 0.9 0.8 0.4 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.1 0.3 0.6 1.0 0.9 1.0 1.2 1.8 3.6 0.4 3.3 2.4 1.2 0.9 0.6 0.5 0.5 0.7 0.7 0.7 0.7 0.7 0.6 0.4 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.0 0.1 0.3 0.9 1.5 1.4 1.4 1.3 1.7 3.1 3.0 3.5 2.0 1.1 0.9 0.6 0.6 0.9 1.1 1.1 1.0 0.9 0.8 0.6 0.4 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.4 1.0 1.9 2.2 1.8 1.3 1.3 1.8 2.3 2.1 1.3 1.0 0.8 0.6 0.8 1.1 1.4 1.7 1.4 1.1 1.1 0.7 0.4 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.5 0.7 0.4 0.3 0.3 0.2 0.0 0.1 0.2 0.6 1.3 3.0 4.8 2.9 1.4 1.2 1.1 1.2 1.2 1.1 0.8 0.6 0.7 1.0 1.3 2.3 3.3 2.8 1.9 1.2 0.9 0.5 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.3 0.8 1.7 2.5 2.1 1.2 0.7 0.4 0.2 0.1 0.1 0.1 0.1 0.1 0.4 0.8 1.8 3.7 4.1 3.7 1.8 1.0 0.9 0.9 0.9 0.8 0.6 0.5 0.7 1.0 1.5 3.3 1.4 2.9 2.6 1.3 0.9 0.5 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.6 2.0 0.2 3.3 3.2 1.8 1.3 0.7 0.4 0.2 0.2 0.2 0.3 0.2 0.1 0.1 0.1 0.1 0.3 0.7 1.5 2.8 6.5 1.2 2.9 1.6 0.8 0.5 0.5 0.5 0.4 0.3 0.4 0.7 1.1 1.6 3.1 2.5 3.5 2.3 1.1 0.9 0.4 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.7 3.1 4.3 2.7 2.3 2.0 1.3 0.8 0.5 0.4 0.5 0.6 1.1 1.2 0.6 0.2 0.1 0.0 0.0 0.0 0.1 0.2 0.5 1.0 1.5 2.2 3.8 3.3 2.2 1.0 0.5 0.3 0.2 0.2 0.2 0.2 0.3 0.6 1.0 1.2 1.8 2.4 2.4 1.5 1.0 0.7 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.9 2.0 2.9 1.9 1.3 0.8 0.6 0.5 0.5 0.7 1.1 2.2 3.5 1.1 1.9 0.7 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.3 0.5 0.8 1.0 1.2 1.3 0.9 0.8 0.5 0.3 0.2 0.2 0.4 0.7 1.0 1.0 1.2 1.3 1.1 0.9 0.5 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.3 0.7 1.5 1.9 1.1 0.7 0.5 0.3 0.3 0.6 1.1 1.7 2.5 4.5 1.5 3.4 1.2 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.2 0.3 0.4 0.5 0.5 0.3 0.3 0.3 0.2 0.1 0.1 0.4 0.6 0.7 0.9 0.9 0.8 0.5 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.5 1.2 1.3 0.7 0.5 0.4 0.3 0.4 0.7 1.1 1.6 1.9 2.1 3.1 3.1 1.6 0.5 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.2 0.3 0.3 0.3 0.2 0.1 0.1 0.1 0.1 0.1 0.4 0.3 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.4 0.7 0.7 0.5 0.6 0.7 0.5 0.4 0.4 0.6 0.6 0.8 1.2 1.7 1.9 1.3 0.6 0.2 0.1 0.0 0.0 0.0 0.0 0.1 0.2 0.3 0.3 0.4 0.4 0.3 0.2 0.1 0.1 0.1 0.1 0.0 0.0 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.4 0.4 0.5 0.8 1.2 0.9 0.5 0.4 0.3 0.3 0.4 0.6 0.8 1.5 1.1 0.5 0.2 0.1 0.0 0.0 0.0 0.0 0.1 0.2 0.3 0.5 0.7 0.8 0.7 0.5 0.4 0.2 0.1 0.1 0.1 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.5 1.0 1.6 1.7 1.0 0.7 0.5 0.4 0.4 0.4 0.4 0.9 0.8 0.4 0.2 0.1 0.0 0.0 0.0 0.1 0.3 0.5 0.9 1.1 1.1 1.0 0.9 0.7 0.4 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.4 1.2 2.3 3.3 2.1 1.5 1.2 1.0 0.7 0.5 0.3 0.4 0.5 0.3 0.1 0.1 0.0 0.0 0.0 0.2 0.4 0.8 1.1 1.5 1.9 1.6 1.1 1.0 0.6 0.3 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.3 1.0 3.6 6.5 3.9 3.8 2.0 1.4 0.9 0.5 0.3 0.2 0.2 0.2 0.1 0.1 0.0 0.0 0.0 0.1 0.3 0.6 1.0 1.4 2.7 3.4 3.0 1.9 1.2 0.9 0.4 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.3 0.8 2.9 1.7 2.8 4.9 2.1 1.2 0.7 0.4 0.2 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.1 0.3 0.7 1.1 1.8 3.5 0.3 3.3 2.4 1.2 0.9 0.5 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.7 1.7 2.8 3.4 2.3 1.3 0.8 0.5 0.3 0.2 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.1 0.1 0.3 0.7 1.1 1.7 3.0 3.0 3.5 2.0 1.1 0.9 0.5 0.3 0.2 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.4 0.8 1.2 1.3 0.9 0.6 0.5 0.4 0.3 0.2 0.1 0.1 0.1 0.1 0.0 0.0 0.1 0.1 0.3 0.6 1.0 1.2 1.6 2.3 2.1 1.4 1.2 0.9 0.6 0.5 0.5 0.4 0.2 0.1 0.0 0.0 0.0 0.1 0.1 0.2 0.4 0.5 0.6 0.6 0.7 0.7 0.7 0.5 0.3 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.1 0.2 0.4 0.6 0.9 1.1 1.2 1.3 1.3 1.2 1.0 1.0 0.9 0.9 0.7 0.5 0.2 0.1 0.1 0.0 0.0 0.1 0.2 0.3 0.5 0.7 1.2 1.8 1.8 1.2 0.6 0.3 0.2 0.1 0.1 0.0 0.0 0.0 0.1 0.1 0.2 0.4 0.6 0.8 1.0 1.1 1.1 1.2 1.2 1.2 1.2 1.2 1.1 0.8 0.4 0.2 0.1 0.0 0.0 0.0 0.3 0.5 1.1 2.3 3.5 3.0 2.5 1.1 0.5 0.2 0.1 0.1 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.3 0.4 0.6 0.8 1.0 1.3 1.4 2.0 2.5 2.1 1.3 1.0 0.6 0.3 0.1 0.0 0.0 0.7 1.3 2.8 2.6 1.0 3.4 1.4 0.5 0.2 0.1 0.1 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.3 0.3 0.3 0.5 0.7 1.0 1.3 2.0 3.5 2.9 3.2 1.8 1.0 0.7 0.3 0.1 0.0 0.0 0.9 2.2 3.0 3.5 3.4 2.6 1.2 0.5 0.2 0.1 0.1 0.0 0.0 0.1 0.2 0.3 0.4 0.6 0.7 0.8 0.6 0.7 0.8 1.0 1.2 2.0 2.9 0.5 3.3 2.1 1.1 0.8 0.4 0.1 0.1 0.0 0.4 1.2 2.5 2.8 2.9 3.1 1.9 0.9 0.4 0.2 0.1 0.1 0.0 0.0 0.1 0.1 0.3 0.6 1.0 1.4 1.8 2.2 1.9 1.4 1.2 1.3 1.6 2.9 3.5 2.8 1.7 1.1 0.7 0.3 0.1 0.1 0.4 1.0 1.5 1.8 2.2 2.7 1.8 0.7 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.1 0.2 0.6 1.2 1.8 3.2 5.6 3.4 2.6 1.4 1.2 1.3 1.6 1.7 1.4 1.1 1.0 0.6 0.3 0.1 0.1 0.2 0.5 0.7 0.8 0.9 1.2 1.5 1.1 0.5 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.3 0.6 1.3 2.7 4.3 0.3 3.3 1.5 1.0 1.1 1.1 1.1 1.0 0.9 0.6 0.3 0.2 0.1 0.6 0.8 0.8 0.8 0.7 0.7 0.8 0.6 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.4 0.9 1.8 4.4 5.8 2.7 1.1 0.6 0.6 0.7 0.7 0.6 0.5 0.3 0.2 0.1 0.1 1.3 2.1 1.7 1.5 1.2 0.7 0.4 0.4 0.3 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.6 1.3 2.5 2.8 1.5 0.5 0.3 0.3 0.3 0.3 0.3 0.2 0.2 0.1 0.1 2.2 4.1 2.5 1.8 1.0 0.4 0.2 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.4 1.1 1.6 1.5 0.8 0.3 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.0 2.0 0.2 2.7 2.0 1.0 0.4 0.2 0.1 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 0.1 0.3 0.8 1.1 0.9 0.5 0.2 0.1 0.1 0.2 0.2 0.2 0.1 0.1 0.1 1.9 4.0 3.1 1.5 0.7 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.5 0.6 0.5 0.3 0.2 0.1 0.1 0.2 0.3 0.3 0.2 0.1 0.1 0.1 0.3 1.1 2.1 2.2 1.1 0.5 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 0.1 0.3 0.3 0.3 0.2 0.2 0.2 0.3 0.5 0.8 0.7 0.5 0.3 0.1 0.1 0.1 0.0 0.2 0.7 1.2 1.6 1.1 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.2 0.2 0.2 0.3 0.6 0.9 1.5 2.6 2.0 1.1 0.5 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.3 0.5 0.7 1.0 0.8 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.2 0.4 0.6 1.1 2.1 4.6 2.9 2.7 2.2 0.7 0.2 0.1 0.1 0.1 0.2 0.2 0.2 0.1 0.1 0.5 0.6 0.6 0.5 0.6 0.6 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.5 0.9 1.5 2.2 5.4 3.2 4.3 2.8 0.7 0.2 0.1 0.1 0.2 0.4 0.5 0.4 0.2 0.1 0.1 0.1 0.1 0.4 0.9 1.3 1.0 0.8 0.7 0.5 0.3 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 0.1 0.1 0.2 0.3 0.5 0.8 1.2 1.6 2.0 3.0 5.1 2.6 0.9 0.3 0.1 0.2 0.4 0.8 1.1 0.8 0.5 0.3 0.2 0.1 0.1 0.1 0.1 0.7 1.7 2.5 1.9 1.5 1.2 0.8 0.5 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 0.1 0.1 0.2 0.2 0.4 0.4 0.6 1.0 1.5 2.1 1.7 0.9 0.4 0.2 0.3 0.6 1.5 2.3 1.7 1.0 0.8 0.5 0.3 0.2 0.1 0.1 0.1 0.1 0.9 2.0 3.0 2.7 2.6 2.2 1.1 0.4 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 0.1 0.1 0.1 0.2 0.3 0.4 0.7 1.4 1.3 0.8 0.4 0.3 0.5 0.9 2.0 3.0 2.5 2.1 1.6 0.9 0.4 0.2 0.2 0.2 0.2 0.1 0.1 0.0 0.5 1.3 2.5 3.3 3.8 3.0 2.3 1.0 0.4 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 0.1 0.1 0.2 0.3 0.7 0.9 0.6 0.4 0.4 0.6 1.4 2.6 3.3 3.3 3.0 2.4 1.0 0.4 0.3 0.3 0.5 0.5 0.3 0.2 0.1 0.1 0.1 0.6 1.6 3.6 0.8 3.1 2.5 1.3 0.7 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.3 0.5 0.4 0.3 0.4 0.8 2.0 3.6 1.7 3.4 2.4 1.6 0.7 0.4 0.3 0.6 1.1 1.1 0.8 0.4 0.3 0.2 0.1 0.1 0.2 0.3 0.6 1.3 3.0 2.6 3.6 2.2 1.0 0.4 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 0.1 0.2 0.2 0.3 0.3 0.4 0.7 1.8 3.3 1.8 3.8 1.9 0.9 0.5 0.4 0.5 0.9 2.1 2.2 1.5 1.1 0.7 0.5 0.3 0.2 0.2 0.2 0.4 0.8 1.4 2.1 1.9 1.2 0.6 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 0.2 0.2 0.3 0.5 1.0 2.1 2.8 2.1 1.2 0.6 0.4 0.4 0.6 1.2 2.6 2.9 2.4 2.1 1.5 0.7 0.3 0.2 0.1 0.2 0.2 0.4 0.6 0.8 0.8 0.6 0.3 0.2 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 0.1 0.1 0.1 0.2 0.3 0.5 0.8 1.0 0.9 0.6 0.4 0.3 0.4 0.9 1.9 3.1 3.7 3.0 3.0 1.8 0.6 0.2 0.1 0.1 0.1 0.1 0.2 0.3 0.3 0.3 0.3 0.2 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 0.1 0.1 0.1 0.2 0.2 0.3 0.4 0.4 0.3 0.3 0.3 0.5 1.0 2.7 2.9 1.9 3.3 2.0 1.0 0.5 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 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 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.4 0.9 2.3 3.0 3.0 3.2 1.4 0.7 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 0.1 0.1 0.1 0.2 0.3 0.6 1.2 2.2 2.5 1.7 0.9 0.4 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 0.1 0.1 0.2 0.3 0.5 0.8 0.9 0.7 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 0.2 0.2 0.3 0.4 0.3 0.2 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 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 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 0.1 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.25 0.25 0.250.250.250.25 0.25 0.25 0.25 0.25 0.250.25 0.250.25 0.25 0.250.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.250.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.250.25 0.25 0.250.25 0.25 0.25 0.25 0.250.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.250.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.250.250.250.250.250.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.250.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 11 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 111 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 ©···esignrofessionals ©···esignrofessionals“ ” · ·” ·“” · · · ©···esignrofessionals1 - GRATES/SOLID COVER SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05, WITH THE EXCEPTION OF THE BRONZE GRATE. 2 - CUSTOM DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. RISERS ARE NEEDED FOR BASINS OVER 84" DUE TO SHIPPING RESTRICTIONS. SEE DRAWING NO. 7001-110-065. 3 - STANDARD DRAIN BASIN HAS FIXED ADAPTER LOCATIONS OF 0° & 180°. CUSTOM DRAIN BASIN ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0° TO 360°. TO DETERMINE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO. 7001-110-012. 4 - FOR COMPLETE DESIGN DETAILS SEE DRAWING NO. 7001-110-045. 5 - DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL) & PVC SEWER (4" - 24"). (4) (4) 4" MIN WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) (5) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: 4" - 8" FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL, ADS/HANCOR SINGLE WALL), PVC SEWER (EX: SDR 35), PVC DWV (EX: SCH 40), PVC C900/C905, CORRUGATED & RIBBED PVC THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, CLASS II, OR CLASS III MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. (1) DUCTILE IRON GRATE OPTIONAL CONCRETE POUR RING (FOR USE IN SIDEWALK/DECK APPLICATIONS) CONCRETE WALKWAY OR DECK ©···esignrofessionals esignrofessionals©····· · · PROGRESS S E T NOT FOR C O N S T R U C T I O N NORTH PROJECT NORTH KEY PLAN 500 Plaza Middlesex Middletown, CT 06457 v: 860.344.9332 Mechanical/Electrical Engineers: Consulting Engineering Services 811 Middle St Middletown, CT 06457 Phone: (860) 632-1682 A-901 P&Z APPLICATION 1ST FLOOR PLAN C 2019 NORTHEAST COLLABORATIVE ARCHITECTS REVISIONS: DATE:05/18/2021 NCA JOB NO.:20190 DRAWING NO.:1060 MAIN STSouth Windsor, CT 06074PRINTED: Monday, May 17, 2021, 12:20 PMWW DR W DR FREDW WDR WDRFREDW WDR FFDW REF WWWDWREWF WDRFDWRE FDWREWWDR FDWREDR WDRFDWRE DRDRWW F DW REWW DW RE DW RE DW RE DW RE DW RE DWREDWREDWREFWDRDWREDWREDWREDWREFWDRFWDRWDRFWDR WDR WDR F F F FFFFWDRWDRDWREFWDRDWREFWDRDWREFWDRDWREFWDRDWREFWDRDWREFWDRDWREDWRE F WDR DWRE F WDR DWRE F WDR DWRE F WDRDWREFWDRFDWRE WDR FDWRE F DWREWDR DWREWDRF11'-1 3/4"13'-5"11'-4" 13'-11 1/4" 4'-8" E1 A-906 E1 A-909 B1 A-909 A1 A-909 C1 A-909 C1 A-906 A1 A-906 B1 A-906 7"x7" COLUMN IS THERE A COLUMN HERE? NEW DOORNEW WINDOW NEW DOOR NEW DOOR NEW WINDOW NEW WINDOW DEMO WINDOW NEW DOOR NEW DOOR NEW WINDOW NEW WINDOW NEW WINDOW NEW WINDOW NEW WINDOW NEW WINDOW NEW WINDOW NEW WINDOW NEW DOOR NEW DOOR NEW DOOR IS THERE A COLUMN HERE? NEW WINDOW NEW WINDOW DEMO WINDOW NEW WINDOW NEW WINDOW NEW DOOR NEW WINDOW DEMO WINDOW 2 BR - #2 2 BR - #32 BR - #1 1 BR - #2 2 BR - #42 BR - #52 BR - #62 BR - #92 BR - #82 BR - #102 BR - #7IS THERE A COLUMN HERE? NEW WINDOW NEW DOOR NEW DOOR NEW WINDOW NEW WINDOW DEMO WINDOW NEW DOOR NEW WINDOW NEW WINDOW NEW WINDOW NEW WINDOW NEW WINDOW NEW WINDOW NEW WINDOW NEW WINDOW NEW DOOR NEW DOOR NEW DOOR IS THERE A COLUMN HERE? NEW WINDOW NEW WINDOW DEMO WINDOW NEW WINDOW NEW WINDOW NEW DOOR NEW WINDOW DEMO WINDOW 2 BR - #2 1 BR - #2 2 BR - #42 BR - #52 BR - #62 BR - #92 BR - #82 BR - #102 BR - #7OFFICE/ DEN CLOSET CLOSET WALK-IN CLOSET KITCHEN DINING CLO LIVING BEDROOM M. BATH LAU CLO BATH MASTER BEDROOM LAU LIN CLOSET CLO OFFICE/ DEN CLOSETCLOSETCLOSETKITCHEN DINING CLO LIVING BEDROOMM. BATHLAULAU BATH MASTER BEDROOM CLOSETLAU BEDROOM CLOSETCLOSETCLOSETBATH KITCHENBATH CLOSET KITCHEN DINING LIVINGBEDROOM M. BATH LAU MASTER BEDROOM LIN BATH WALK-IN CLOSETWALK-IN CLOSETCLOSETCLOSET LIN BATH CLOSET CLO CLOLAU KITCHENCLO CLO CLO CLOSET CLOKITCHEN LAUKITCHEN CLOSET LIN CLOCLOSETCLO BATH CLOCLOKITCHEN BATH LIN LAU CLOSETKITCHEN KITCHEN KITCHEN KITCHEN KITCHEN KITCHENKITCHENKITCHENKITCHENKITCHENKITCHENKITCHENKITCHENKITCHENKITCHENKITCHENKITCHENKITCHEN KITCHEN KITCHEN KITCHENKITCHENKITCHEN KITCHEN CLOCLO OFFICE/ DEN OFFICE/ DENCLOBATHCLOBEDROOM #106 1-BR UNIT TYPE - B1 A: 576.6 sq ft CLOBATH CLOBEDROOM #105 1-BR UNIT TYPE - B1 A: 591.3 sq ft CLOBATHCLO BEDROOM #104 1-BR UNIT TYPE - B1 A: 588.0 sq ft CLOBATH CLOBEDROOM #136 2-BR UNIT TYPE - A2 A: 1,173.8 sq ft #109 2-BR UNIT TYPE - A2 A: 1,183.8 sq ft #110 1-BR UNIT TYPE - A1 A: 798.7 sq ft LIVINGBEDROOMDINING BATH MECH CLO KITCHEN MECH CLO CLO BATH CLO BEDROOM #111 1-BR UNIT TYPE - B1 A: 585.6 sq ft CLO BATH CLO BEDROOM #112 1-BR UNIT TYPE - B1 A: 587.6 sq ft CLO BATH CLO BEDROOM #113 1-BR UNIT TYPE - B1 A: 587.4 sq ft #114 2-BR UNIT TYPE - B1 A: 869.5 sq ft CLOBATH CLOBEDROOM #119 1-BR UNIT TYPE - B1 A: 584.4 sq ft CLO BATH CLO BEDROOM CLOBATH CLOBEDROOM #118 1-BR UNIT TYPE - B1 A: 568.8 sq ftCLO BATH DINING LIVING BEDROOM #117 2-BR UNIT TYPE - B1 A: 1,016.2 sq ftCLOBATHCLOBEDROOM #120 1-BR UNIT TYPE - B1 A: 590.0 sq ftCLOBATHCLOBEDROOM #121 1-BR UNIT TYPE - B1 A: 585.3 sq ftCLOBATHCLOBEDROOM #122 1-BR UNIT TYPE - B1 A: 584.5 sq ft M. BATH BATH BEDROOM MASTER BEDROOM LIVING #115 2-BR UNIT TYPE - B3 A: 939.1 sq ft #116 2-BR UNIT TYPE - B4 A: 986.3 sq ft KITCHEN A: 181.5 sq ft COMMUNITY ROOM A: 1,222.7 sq ft #135 1-BR UNIT TYPE - B1 A: 639.8 sq ft #103 1-BR UNIT TYPE - B1 A: 592.6 sq ft EMERGENCY EGRESS CORRIDOR EMERGENCY EGRESS CORRIDOR #137 2-BR UNIT TYPE - B3 A: 941.5 sq ft ENTRY CLOSETBATH CLO #126 1-BR UNIT TYPE - A1 A: 794.9 sq ft LIVING BEDROOMDINING MECH CLO KITCHEN CLOBATH CLO CLO BATH CLO BEDROOM #128 1-BR UNIT TYPE - B1 A: 591.7 sq ft CLO BATH BEDROOM #129 1-BR UNIT TYPE - B1 A: 588.5 sq ft CLO BATH CLO BEDROOM #130 1-BR UNIT TYPE - B1 A: 591.7 sq ft LAV LAV JC CLO CC CC TYPE A - ADAPTABLE 1BR and 2BR EMERGENCY EGRESS CORRIDOR TYPE B - ADAPTABLE 1BR UNIT TYPE B - ADAPTABLE 2BR UNIT Common COMMUNITY ROOM Support LAV's, JC, STORAGE Support PREP KITCHEN #101 1-BR UNIT TYPE - B1 A: 640.6 sq ft #102 1-BR UNIT TYPE - B1 A: 615.2 sq ft #127 1-BR UNIT TYPE - B1 A: 587.2 sq ft BEDROOM MECHLAU CLO LINCC BEDROOM MECHDININGCCCCCC CC CLOBATH CLOBEDROOM CC CLOBATHCLO BEDROOMCLOBATHCLOBEDROOM LIVING DINING MECH LAUCLOCLOCLO MASTER BEDROOM LIVING DINING MECHLAUBEDROOM BATH LINCLOCLOLINCLOBATHCLO BEDROOM CC #134 2-BR UNIT TYPE - B3 A: 1,006.1 sq ft MECH CLO BEDROOM LIVING DINING#133 2-BR UNIT A: 1,062.6 sq ft MECH CLO BEDROOM CC CC CC CC CC CC CC CCCCCCCCCC STOR A: 50.8 sq ft TYPE B - ADAPTABLE 2BR UNIT #108 2-BR UNIT TYPE - B3 A: 991.4 sq ft LINBATH CLOBEDROOM #107 2-BR UNIT TYPE - B3 A: 979.1 sq ft MASTER BEDROOM OFFICE/ DEN SPRINKLER ROOM A: 100.9 sq ft OFFICE/ DEN LIVING DINING MECH CLO KITCHENCCCC LIVING DINING LAUBATH MECH CLO CC BATH DINING LIVING BEDROOM #125 2-BR UNIT TYPE - B1 A: 941.1 sq ft CCLAUCLOBEDROOM MASTER BEDROOM LIVING #124 2-BR UNIT TYPE - B3 A: 1,201.0 sq ft BATH BEDROOM LIVING CC DINING#125 2-BR UNIT TYPE - B1 A: 1,011.8 sq ft MECH CLO MECH CLO BATH BEDROOM DINING MECH CLO BATH #131 2-BR UNIT TYPE - B3 A: 1,007.1 sq ft #132 2-BR UNIT TYPE - B1 A: 943.8 sq ft CLO BATH BEDROOM LIVING DINING LAUCLO LIVING BEDROOM DINING MECH BEDROOM BEDROOM CLOCLODINING LIVING MECHLAU CC DINING LIVING MECHLAU DINING LIVING MECHLAU DINING LIVING DINING LIVINGMECHLAU DINING LIVING MECHLAUDINING LIVINGMECHLAU DINING LIVING MECHLAUDINING LIVING MECHLAUDINING LIVING MECHLAUDINING LIVING MECHLAUDINING LIVING MECHLAUDINING LIVING MECHLAUDINING LIVING MECHLAUDINING LIVING MECHLAUCC DINING LIVING MECH LAU DINING LIVING MECH LAU DINING LIVING MECH LAU DINING LIVING MECH LAU DINING LIVING MECHLAULAU LAU BATH SCALE: 1/16" = 1'-0" B2 1ST FLOOR CONSTRUCTION PLAN A-901 0 8'16'32' PROGRESS S E T NOT FOR C O N S T R U C T I O N NORTH PROJECT NORTH KEY PLAN 500 Plaza Middlesex Middletown, CT 06457 v: 860.344.9332 Mechanical/Electrical Engineers: Consulting Engineering Services 811 Middle St Middletown, CT 06457 Phone: (860) 632-1682 A-902 P&Z APPLICATION 1ST FLOOR PLAN - A C 2019 NORTHEAST COLLABORATIVE ARCHITECTS REVISIONS: DATE:05/18/2021 NCA JOB NO.:20190 DRAWING NO.:1060 MAIN STSouth Windsor, CT 06074PRINTED: Monday, May 17, 2021, 12:17 PMFWWWDWREWF WDRFDWRE WW F DW REWW DWREFWDRDWREDWREFWDRDWREF WDR DWRE F WDR DWRE F WDR DWRE F WDRDWREFWDRFDWRE WDR FDWRE 4'-8" E1 A-201 A1 A-201 E1 A-202 7"x7" COLUMN NEW DOOR NEW DOOR NEW DOOR NEW WINDOW NEW WINDOW NEW WINDOW NEW WINDOW NEW WINDOW NEW WINDOW NEW WINDOW NEW WINDOW NEW DOOR NEW DOOR NEW WINDOW NEW WINDOW NEW DOOR NEW WINDOW OFFICE/ DEN BATH KITCHENBATH CLOSET KITCHEN DINING LIVINGBEDROOM M. BATH LAU MASTER BEDROOM LIN BATH WALK-IN CLOSETWALK-IN CLOSETCLOSETCLOSET LIN BATH CLOSET KITCHEN BATH LIN LAU CLOSETKITCHENKITCHENKITCHENKITCHENKITCHEN KITCHEN KITCHEN KITCHENKITCHENKITCHEN KITCHEN BATH BEDROOM #136 2-BR UNIT TYPE - A2 A: 1,173.8 sq ft CLO BATH CLO BEDROOM KITCHEN A: 181.5 sq ft COMMUNITY ROOM A: 1,222.7 sq ft #135 1-BR UNIT TYPE - B1 A: 639.8 sq ft 1-BR UNIT TYPE - B1 A: 592.6 #137 2-BR UNIT TYPE - B3 A: 941.5 sq ft CLO BATH CLO BEDROOM #128 1-BR UNIT TYPE - B1 A: 591.7 sq ft CLO BATH BEDROOM #129 1-BR UNIT TYPE - B1 A: 588.5 sq ft CLO BATH CLO BEDROOM #130 1-BR UNIT TYPE - B1 A: 591.7 sq ft LAV LAV JC CLO #101 1-BR UNIT TYPE - B1 A: 640.6 sq ft #102 1-BR UNIT TYPE - B1 A: 615.2 sq ft #127 1-BR UNIT TYPE - B1 A: 587.2 sq ft CC CLOBATH CLOBEDROOM CC CLOBATHCLO BEDROOMCLOBATHCLOBEDROOM LIVING DINING MECH LAUCLOCLOCLO MASTER BEDROOM LIVING DINING MECHLAUBEDROOM BATH LINCLOCLOLINCLOBATHCLO BEDROOM CC #134 2-BR UNIT TYPE - B3 A: 1,006.1 sq ft MECH CLO BEDROOM LIVING DINING#133 2-BR UNIT A: 1,062.6 sq ft MECH CLO BEDROOM CC CC CC CC STOR A: 50.8 sq ft #131 2-BR UNIT TYPE - B3 A: 1,007.1 sq ft #132 2-BR UNIT TYPE - B1 A: 943.8 sq ft CLO BATH BEDROOM LIVING DINING LAUCLO LIVING BEDROOM DINING MECH BEDROOM BEDROOM CLOCLODINING LIVING MECHLAUDINING LIVING DINING LIVING MECHLAUCC DINING LIVING MECH LAU DINING LIVING MECH LAU DINING LIVING MECH LAU DINING LIVING MECH LAU DINING LIVING MECHLAULAU SCALE: 1/8" = 1'-0" A1 1st FLOOR CONSTRUCTION PLAN A-902 0 4'8'16' A B CD PROGRESS S E T NOT FOR C O N S T R U C T I O N NORTH PROJECT NORTH KEY PLAN 500 Plaza Middlesex Middletown, CT 06457 v: 860.344.9332 Mechanical/Electrical Engineers: Consulting Engineering Services 811 Middle St Middletown, CT 06457 Phone: (860) 632-1682 A-903 P&Z APPLICATION 1ST FLOOR PLAN - B C 2019 NORTHEAST COLLABORATIVE ARCHITECTS REVISIONS: DATE:05/18/2021 NCA JOB NO.:20190 DRAWING NO.:1060 MAIN STSouth Windsor, CT 06074PRINTED: Monday, May 17, 2021, 12:17 PMW DR W DR FREDWFDWREFDWREWWDRFDWREDR DW RE DW RE FWDR WDR FDWREFWDRDWREDWREFWDRDWREFWDRDWREFWDR 11'-1 3/4"13'-5"11'-4" 13'-11 1/4" D1 A-201 B1 A-202 D1 A-202 IS THERE A COLUMN HERE? NEW DOOR NEW DOOR IS THERE A COLUMN HERE? NEW WINDOW OFFICE/ DEN CLOSET CLOSET WALK-IN CLOSET KITCHEN DINING CLO LIVING BEDROOM M. BATH LAU CLO BATH MASTER BEDROOM LAU LINCLO CLOLAU KITCHENCLO CLO CLO CLOSET CLOKITCHEN KITCHENKITCHENKITCHENKITCHENKITCHENKITCHENCLOBATHCLOBEDROOM #106 1-BR UNIT TYPE - B1 A: 576.6 sq ft CLOBATH CLOBEDROOM #105 1-BR UNIT TYPE - B1 A: 591.3 sq ft CLOBATHCLO BEDROOM #104 1-BR UNIT TYPE - B1 A: 588.0 sq ft CLOBATH CLOBEDROOM #109 2-BR UNIT TYPE - A2 A: 1,183.8 sq ft #110 1-BR UNIT TYPE - A1 A: 798.7 sq ft LIVINGBEDROOMDINING BATH MECH CLO KITCHEN MECH CLO CLO BATH CLO BEDROOM #111 1-BR UNIT TYPE - B1 A: 585.6 sq ft CLO BATH CLO BEDROOM #112 1-BR UNIT TYPE - B1 A: 587.6 sq ft #103 1-BR UNIT TYPE - B1 A: 592.6 sq ft EMERGENCY EGRESS CORRIDOR ENTRY CLOSETBATH CLO #102 1-BR UNIT TYPE - B1 A: 615.2 sq ft CCCCCC CC BATH BEDROOM CC CC #108 2-BR UNIT TYPE - B3 A: 991.4 sq ft LINBATH CLOBEDROOM #107 2-BR UNIT TYPE - B3 A: 979.1 sq ft MASTER BEDROOM OFFICE/ DEN SPRINKLER ROOM A: 100.9 sq ft OFFICE/ DEN LIVING DINING MECH CLO KITCHENCCCC LIVING DINING LAUBATH MECH CLO DINING LIVING MECHLAU DINING LIVING MECHLAU DINING LIVING MECHLAULIVING DINING LIVING MECHLAUDINING LIVING MECHLAUDINING LIVING MECHLAUSCALE: 1/8" = 1'-0" A2 1st FLOOR CONSTRUCTION PLAN A-903 0 4'8'16' A B CD PROGRESS S E T NOT FOR C O N S T R U C T I O N NORTH PROJECT NORTH KEY PLAN 500 Plaza Middlesex Middletown, CT 06457 v: 860.344.9332 Mechanical/Electrical Engineers: Consulting Engineering Services 811 Middle St Middletown, CT 06457 Phone: (860) 632-1682 A-904 P&Z APPLICATION 1ST FLOOR PLAN - C C 2019 NORTHEAST COLLABORATIVE ARCHITECTS REVISIONS: DATE:05/18/2021 NCA JOB NO.:20190 DRAWING NO.:1060 MAIN STSouth Windsor, CT 06074PRINTED: Monday, May 17, 2021, 12:17 PMWDR WDR FDW RE DW RE DW RE DW RE DWREDWREDWREFWDRDWREDWREDWREFWDRFWDRWDRFWDR WDR WDR F F F FFFWDRWDRWDRFD1 A-201 B1 A-202 A1 A-202 NEW DOOR NEW WINDOW 2 BR - #4CLOSET CLO CLOSETCLOSETCLOSETKITCHEN DINING CLO LIVING BEDROOMM. BATHLAULAU BATH MASTER BEDROOM CLOSETBEDROOM CLOSETCLOSETCLOSETKITCHEN KITCHEN KITCHEN KITCHEN KITCHENKITCHENKITCHENKITCHENOFFICE/ DEN CLO CLO BEDROOM TYPE - B1 A: 585.6 sq ft CLO BATH CLO BEDROOM #112 1-BR UNIT TYPE - B1 A: 587.6 sq ft CLO BATH CLO BEDROOM #113 1-BR UNIT TYPE - B1 A: 587.4 sq ft #114 2-BR UNIT TYPE - B1 A: 869.5 sq ft CLOBATH CLOBEDROOM #119 1-BR UNIT TYPE - B1 A: 584.4 sq ft CLOBATH CLOBEDROOM #118 1-BR UNIT TYPE - B1 A: 568.8 sq ft CLOBATH DINING LIVING BEDROOM #117 2-BR UNIT TYPE - B1 A: 1,016.2 sq ftCLOBATHCLOBEDROOM #120 1-BR UNIT TYPE - B1 A: 590.0 sq ftCLOBATHCLOBEDROOM #121 1-BR UNIT TYPE - B1 A: 585.3 sq ftCLOCLO M. BATH BATH BEDROOM MASTER BEDROOM LIVING #115 2-BR UNIT TYPE - B3 A: 939.1 sq ft #116 2-BR UNIT TYPE - B4 A: 986.3 sq ft CC CC BEDROOM MECHLAU CLO LINCC BEDROOM MECHDININGCC CCCCCCCC MECHLAU CC DINING LIVING MECHLAU DINING LIVING MECHLAU DINING LIVING DINING LIVINGMECHLAU DINING LIVING MECHLAUDINING LIVINGMECHLAU DINING LIVING MECHLAUSCALE: 1/8" = 1'-0" A2 1st FLOOR CONSTRUCTION PLAN A-904 0 4'8'16' A B CD PROGRESS S E T NOT FOR C O N S T R U C T I O N NORTH PROJECT NORTH KEY PLAN 500 Plaza Middlesex Middletown, CT 06457 v: 860.344.9332 Mechanical/Electrical Engineers: Consulting Engineering Services 811 Middle St Middletown, CT 06457 Phone: (860) 632-1682 A-905 P&Z APPLICATION 1ST FLOOR PLAN - D C 2019 NORTHEAST COLLABORATIVE ARCHITECTS REVISIONS: DATE:05/18/2021 NCA JOB NO.:20190 DRAWING NO.:1060 MAIN STSouth Windsor, CT 06074PRINTED: Monday, May 17, 2021, 12:17 PMWWDRFREDW WDRFDWRE DRDRDWREDWREDWREFFFWDRWDRDWRE F WDR F WDR F DWREWDR DWREB1 A-201 E1 A-202 A-202 NEW WINDOW NEW WINDOW DEMO WINDOW NEW WINDOW NEW WINDOW DEMO WINDOW DEMO WINDOW LAU KITCHEN LAUKITCHEN CLOSET LIN CLOCLOSETCLO BATH CLOCLOKITCHENKITCHENKITCHENKITCHEN CLOCLO OFFICE/ DEN CLO BATH CLO BEDROOM BATH BEDROOM #120 1-BR UNIT TYPE - B1 A: 590.0CLOBATHCLOBEDROOM #121 1-BR UNIT TYPE - B1 A: 585.3 sq ftCLOBATHCLOBEDROOM #122 1-BR UNIT TYPE - B1 A: 584.5 sq ft EMERGENCY EGRESS CORRIDOR #126 1-BR UNIT TYPE - A1 A: 794.9 sq ft LIVING BEDROOMDINING MECH CLO KITCHEN CLOBATH CLO CLOCLO A: 591.7 sq ft #127 1-BR UNIT TYPE - B1 A: 587.2 sq ft CC CCCCCC CC BATH DINING LIVING BEDROOM #125 2-BR UNIT TYPE - B1 A: 941.1 sq ft CCLAUCLOBEDROOM MASTER BEDROOM LIVING #124 2-BR UNIT TYPE - B3 A: 1,201.0 sq ft BATH BEDROOM LIVING CC DINING#125 2-BR UNIT TYPE - B1 A: 1,011.8 sq ft MECH CLO MECH CLO BATH BEDROOM DINING MECH CLO BATH DINING LIVINGMECHLAU DINING LIVING DINING LIVING MECHLAUDINING LIVING MECH LAU MECH LAU LAU BATH SCALE: 1/8" = 1'-0" A2 1st FLOOR CONSTRUCTION PLAN A-905 0 4'8'16' A B CD PROGRESS S E T NOT FOR C O N S T R U C T I O N 500 Plaza Middlesex Middletown, CT 06457 v: 860.344.9332 Mechanical/Electrical Engineers: Consulting Engineering Services 811 Middle St Middletown, CT 06457 Phone: (860) 632-1682 A-906 P&Z APPLICATION BUILDING EXTERIOR ELEVATIONS C 2019 NORTHEAST COLLABORATIVE ARCHITECTS REVISIONS: DATE:05/18/2021 NCA JOB NO.:20190 DRAWING NO.:1060 MAIN STSouth Windsor, CT 06074PRINTED: Monday, May 17, 2021, 12:17 PM-3'-6"-3'-6" 0" 1st FLOOR 0" 1st FLOOR 8'-0" ROOF 8'-0" ROOF -3'-6"-3'-6" 0" 1st FLOOR 0" 1st FLOOR 8'-0" ROOF 8'-0" ROOF -3'-6"-3'-6" 0" 1st FLOOR 0" 1st FLOOR 8'-0" ROOF 8'-0" ROOF -3'-6"-3'-6" 0" 1st FLOOR 0" 1st FLOOR 8'-0" ROOF 8'-0" ROOF SCALE: 1/16" = 1'-0" E1 WEST ELEVATION @ EXTERIOR A-906 0 8'16'32' SCALE: 1/16" = 1'-0" C1 NORTH ELEVATION @ EXTERIOR A-906 0 8'16'32' SCALE: 1/16" = 1'-0" A1 SOUTH ELEVATION @ EXTERIOR A-906 0 8'16'32' SCALE: 1/16" = 1'-0" B1 EAST ELEVATION @ EXTERIOR A-906 0 8'16'32' PROGRESS S E T NOT FOR C O N S T R U C T I O N 500 Plaza Middlesex Middletown, CT 06457 v: 860.344.9332 Mechanical/Electrical Engineers: Consulting Engineering Services 811 Middle St Middletown, CT 06457 Phone: (860) 632-1682 A-907 P&Z APPLICATION BUILDING EXTERIOR ELEVATIONS C 2019 NORTHEAST COLLABORATIVE ARCHITECTS REVISIONS: DATE:05/18/2021 NCA JOB NO.:20190 DRAWING NO.:1060 MAIN STSouth Windsor, CT 06074PRINTED: Monday, May 17, 2021, 12:17 PM0" 1st FLOOR 0" 1st FLOOR 8'-0" ROOF 8'-0" ROOF SCALE: 1/8" = 1'-0" D1 WEST ELEVATION @ EXTERIOR A-907 0 4'8'16' SCALE: 1/8" = 1'-0" A1 NORTH ELEVATION @ EXTERIOR A-907 0 4'8'16' SCALE: 1/8" = 1'-0" C1 WEST ELEVATION @ EXTERIOR A-907 0 4'8'16' REPOINT AND REPAIR MASONRY AS REQUIRED NEW VINYL SIDING NEW GUTTERS AND RWL NEW SCREEN WALL MECHANICAL UNIT ON NEW CONC. PAD NEW GUTTERS AND RWL NEW VINYL SIDING NEW DOOR NEW DOORNEW DOOR NEW DOORNEW DOOR NEW DOOR NEW VINYL SIDING NEW GUTTERS AND RWL NEW DOOR REPOINT AND REPAIR MASONRY AS REQUIRED NEW GUTTERS AND RWL NEW VINYL SIDING NEW GUTTERS AND RWL NEW SCREEN WALL (TYP) MECHANICAL UNIT ON NEW CONC. PAD NEW DOORNEW DOOR NEW DOOR NEW DOOR NEW DOOR NEW SCREEN WALL (TYP) MECHANICAL UNIT ON NEW CONC. PAD NEW DOORINFILL FRAMING AND EXTERIOR VENEER TO MATCH DIRECTLY ADJACENT MATERIAL NEW WINDOW NEW GUTTERS AND RWL NEW GUTTERS AND RWL NEW GUTTERS AND RWL NEW VINYL SIDING NEW VINYL SIDINGNEW VINYL SIDING EXISTING CUPOLA TO REMAIN PLANTINGS - SEE LANDSCAPE DRAWINGS PLANTINGS - SEE LANDSCAPE DRAWINGS NEW SCREEN WALL MECHANICAL UNIT ON NEW CONC. PAD PLANTINGS - SEE LANDSCAPE DRAWINGS PLANTINGS - SEE LANDSCAPE DRAWINGS PLANTINGS - SEE LANDSCAPE DRAWINGS PROGRESS S E T NOT FOR C O N S T R U C T I O N 500 Plaza Middlesex Middletown, CT 06457 v: 860.344.9332 Mechanical/Electrical Engineers: Consulting Engineering Services 811 Middle St Middletown, CT 06457 Phone: (860) 632-1682 A-908 P&Z APPLICATION BUILDING EXTERIOR ELEVATIONS C 2019 NORTHEAST COLLABORATIVE ARCHITECTS REVISIONS: DATE:05/18/2021 NCA JOB NO.:20190 DRAWING NO.:1060 MAIN STSouth Windsor, CT 06074PRINTED: Monday, May 17, 2021, 12:17 PM-3'-6"-3'-6" 0" 1st FLOOR 0" 1st FLOOR 8'-0" ROOF 8'-0" ROOF -3'-6" 0" 1st FLOOR 8'-0" ROOF SCALE: 1/8" = 1'-0" A1 SOUTH ELEVATION @ EXTERIOR A-908 0 4'8'16' SCALE: 1/8" = 1'-0" D1 EAST ELEVATION @ EXTERIOR A-908 0 4'8'16' SCALE: 1/8" = 1'-0" C1 EAST ELEVATION @ EXTERIOR A-908 0 4'8'16' NEW SCREEN WALL (TYP) MECHANICAL UNIT ON NEW CONC. PAD NEW DOOR NEW DOORNEW DOOR NEW DOOR NEW GUTTERS AND RWLNEW VINYL SIDING NEW VINYL SIDING NEW GUTTERS AND RWL REPOINT AND REPAIR MASONRY AS REQUIRED NEW DOOR NEW DOORNEW DOOR NEW DOOR NEW SCREEN WALL (TYP) MECHANICAL UNIT ON NEW CONC. PAD REPOINT AND REPAIR MASONRY AS REQUIRED NEW VINYL SIDING INFILL FRAMING AND EXTERIOR VENEER TO MATCH DIRECTLY ADJACENT MATERIAL Stormwater Management Report 1060 Main Street Elderly Housing 1060 Main Street South Windsor, Connecticut Prepared by: Design Professionals, Inc. 21 Jeffrey Drive South Windsor, CT 06074 June 1, 2021 Table of Contents Section Page Introduction 2 Pre-Development Site Conditions 2 Post-Development Site Conditions 3 Analysis of Results 4 Water Quality 4 Conclusion 4 Appendices A Pre-Development Drainage HydroCAD Report Existing Pond Stage Storage Report B Post-Development Drainage HydroCAD Report Proposed Pond Stage Storage Report C NRCS Soil Map & Data D Soil Testing Results Deep Test Pit Log Percolation Test Results E Water Quality Calculations Water Quality Volume Calculation F Drainage Area Maps Existing Condition Drainage Area Map Proposed Condition Drainage Area Map Page 2 Introduction Up Realty, LLC, is proposing a re-development of the existing building located at 1060 Main Street, South Windsor, Connecticut. The properties are referenced on the Town of South Windsor Tax Assessors map as GIS No. 54901060. The proposed development will include the conversion of the existing 31,495 SF building, to an Elderly Housing Apartment Complex. Associated site improvements will include but not be limited to new drive aisles, parking areas, sidewalks, landscaping, lighting, and stormwater management BMP’s. The subject property is 13.10 acres+, 3.03 acres+ of which is proposed to be disturbed during construction. For more information, please refer to the plans entitled “1060 Main Street ~ Site Plan Modification & Special Exception ~ 1060 Main Street ~ South Windsor, CT” prepared by Design Professionals, Inc., and dated June 1, 2021, as amended. Pre-Development Site Conditions The existing surficial characteristics of the property can be primarily classified as partially developed and undisturbed woodland area. The western portion of the property closest to Main Street makes up the developed site. This area includes the existing building, other impervious surfaces, and grass areas. The rear / eastern portion of the site is undisturbed woodland area. A wetland boundary was identified at the eastern end of the parcel. This wetland boundary was selected as one of the design points for evaluating impacts to the peak stormwater flows leaving the site. After further evaluation site topography, this design point and two others were identified. All three design points considered are explained below: • Design Point 1 – Southern property line • Design Point 2 – Eastern wetland boundary • Design Point 3 – Northern property line All stormwater leaving the site at each design point, flows to the Newberry Brook, and ultimately reaches the Connecticut River (Local basin ID 4000-21-1). Existing conditions watershed delineations are identified in the Existing Conditions Drainage Map located in Appendix F. Based on Natural Resources Conservation Service (NRCS) Hydrologic Soil Group (HSG) mapping, soil types B, C, & C/ D are located on site. See Appendix C for The NRCS Soil Map & Data. An evaluation was performed to quantify the peak rate of stormwater discharge offsite to the design points. The Natural Resources Conservation Service’s TR-55 Manual was followed in predicting the peak rates of runoff and volumes. HydroCAD computer modeling software was utilized. Peak rates of stormwater runoff were evaluated for the 2-, 10-, 25-, 50- and 100-year storm events. For more information, please refer to the enclosed Pre-Development Drainage and Pond HydroCAD Report located in Appendix A. Page 3 Post-Development Site Conditions The proposed development includes the conversion of the existing 31,495 SF building to an Elderly Housing Apartment Complex. Associated site improvements will include but not be limited to new drive aisles, parking areas, sidewalks, landscaping, lighting, and stormwater management BMP’s. Three deep test pits and a percolation test were conducted behind the existing building (east side) to assess the sites’ ability to infiltrate stormwater. This testing location was selected to minimize disturbance of the existing site. Test pit observations indicated the presence of the sandy loam conditions, consistent with the web soil survey for the area. No mottling was observed, but groundwater was present at 90”+ below existing grade on the east side of the building. The soil achieved a percolation rate of about 4.11+ in/min (247+ in/hour). Soil logs and percolation test results are included in Appendix D of this report. Soil map data indicated that three soil types are present in the development area. All three soil types are expected to have the capacity to transmit water. Two existing drywells were also identified on site, further indicating the expectation of the site to infiltrate water. No deep test pits or percolations tests were conducted around the two drywells. The web soil survey results indicated a soil profile of either sandy loamy fine sand or coarse gravely sand at 25” – 26” below existing the grade, for all three soil types. The percolation test was conducted within the sandy loam strata identified from test pit observations at 34”+ below the existing surface (48”+ to bottom of perc hole). We anticipate that the percolation test results witnessed would then be a conservative approximation of the infiltration potential for the coarse gravely sand conditions, and close approximation of the infiltration potential for sandy loam locations on site. With this a design infiltration rate of 120 in/hr (observing a factor of safety of 2) was used in the model of both the existing and proposed ponds. The two existing drywells are proposed to remain. Two new stilling basins are proposed to provide attenuation of increased peak stormwater flows from the increased impervious areas. The bottom of each of the stilling basin was set 36”+ below the existing surface to provide adequate separation to the observed groundwater conditions to allow infiltration. See Appendix B for the Post Development Condition and Pond summary HydroCAD reports. The Proposed Conditions Drainage Map for the site can be found in Appendix F. Page 4 Analysis of Results The pre-development and post-development conditions were analyzed using HydroCAD consistent with National Resource Conservation Service (NRCS) hydrology methods. Three discharge locations were identified as points of interest for assessing downstream effects. The following table contains the data generated from the HydroCAD software: Reach 2 year 10 year 25 year 50 year 100 year DP#1 – Southern Property Line Pre 0.55 2.40 4.00 5.23 6.66 Post 0.05 0.32 1.42 3.63 6.06 DP#2 – Eastern Wetland Boundary Pre 0.54 2.37 3.88 5.08 6.50 Post 0.52 2.32 3.79 4.96 6.34 DP#3 – Northern Property Line Pre 1.19 4.14 5.89 7.20 8.69 Post 0.22 3.09 4.51 5.56 6.75 As seen in the table above, the subject project will result in peak runoff rates in the proposed condition that are less than the peak runoff rates of the existing condition for 2-, 10-, 25- and 100-year design storms. Pond reports also indicate a decrease in the existing condition pond elevations for the depressions related to both existing dry wells. Water Quality The proposed two stilling basins were sized in accordance with the 2004 Connecticut Stormwater Quality Manual, to provide more than 100% of the determined water quality volume for the site. See Appendix E for calculations. The proposed temporary sediment trap was sized in accordance with the 2002 Connecticut Guidelines for Soil Erosion and Sediment Control. Conclusion The proposed stormwater management system as discussed herein and shown on the referenced plans is appropriate for the proposed development on the subject site and should not pose any detrimental impacts to the environment. APPENDIX A Watershed Computations (Pre-Development Drainage HydroCAD Report) Existing Conditions E1 E1 E2 E2 E3 E3 E4 E4 (EDP2) E5 E5 EP1 Existing Drywell 1 EP2 Existing Drywell 2 EDP1 DP1 (Existing) EPD3 DP3 (Existing) Routing Diagram for 4512 - HydroCAD Prepared by Design Professionals, Inc. , Printed 5/10/2021 HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link Existing Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1.981 ac 33.42% Impervious Runoff Depth=1.02"Subcatchment E1: E1 Flow Length=273' Tc=13.1 min CN=75 Runoff=1.78 cfs 0.168 af Runoff Area=1.392 ac 34.84% Impervious Runoff Depth=1.02"Subcatchment E2: E2 Flow Length=296' Tc=23.2 min CN=75 Runoff=1.00 cfs 0.118 af Runoff Area=1.552 ac 21.59% Impervious Runoff Depth=0.59"Subcatchment E3: E3 Flow Length=202' Tc=21.4 min CN=66 Runoff=0.55 cfs 0.076 af Runoff Area=5.156 ac 2.77% Impervious Runoff Depth=0.40"Subcatchment E4: E4 (EDP2) Flow Length=598' Tc=76.4 min CN=61 Runoff=0.54 cfs 0.172 af Runoff Area=0.368 ac 70.11% Impervious Runoff Depth=1.82"Subcatchment E5: E5 Tc=10.0 min CN=87 Runoff=0.68 cfs 0.056 af Peak Elev=36.62' Storage=1,446 cf Inflow=1.78 cfs 0.168 afPond EP1: Existing Drywell 1 Discarded=0.18 cfs 0.130 af Primary=1.19 cfs 0.039 af Secondary=0.00 cfs 0.000 af Outflow=1.36 cfs 0.168 af Peak Elev=36.48' Storage=1,200 cf Inflow=1.00 cfs 0.118 afPond EP2: Existing Drywell 2 Discarded=0.31 cfs 0.118 af Primary=0.00 cfs 0.000 af Outflow=0.31 cfs 0.118 af Inflow=0.55 cfs 0.076 afLink EDP1: DP1 (Existing) Primary=0.55 cfs 0.076 af Inflow=1.19 cfs 0.039 afLink EPD3: DP3 (Existing) Primary=1.19 cfs 0.039 af Existing Conditions Type III 24-hr 10-yr Rainfall=4.89"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1.981 ac 33.42% Impervious Runoff Depth=2.36"Subcatchment E1: E1 Flow Length=273' Tc=13.1 min CN=75 Runoff=4.34 cfs 0.390 af Runoff Area=1.392 ac 34.84% Impervious Runoff Depth=2.36"Subcatchment E2: E2 Flow Length=296' Tc=23.2 min CN=75 Runoff=2.42 cfs 0.274 af Runoff Area=1.552 ac 21.59% Impervious Runoff Depth=1.65"Subcatchment E3: E3 Flow Length=202' Tc=21.4 min CN=66 Runoff=1.87 cfs 0.214 af Runoff Area=5.156 ac 2.77% Impervious Runoff Depth=1.30"Subcatchment E4: E4 (EDP2) Flow Length=598' Tc=76.4 min CN=61 Runoff=2.37 cfs 0.560 af Runoff Area=0.368 ac 70.11% Impervious Runoff Depth=3.46"Subcatchment E5: E5 Tc=10.0 min CN=87 Runoff=1.28 cfs 0.106 af Peak Elev=36.65' Storage=1,603 cf Inflow=4.34 cfs 0.390 afPond EP1: Existing Drywell 1 Discarded=0.18 cfs 0.188 af Primary=4.14 cfs 0.202 af Secondary=0.00 cfs 0.000 af Outflow=4.31 cfs 0.390 af Peak Elev=36.76' Storage=2,782 cf Inflow=2.42 cfs 0.274 afPond EP2: Existing Drywell 2 Discarded=0.31 cfs 0.196 af Primary=1.05 cfs 0.078 af Outflow=1.37 cfs 0.274 af Inflow=2.40 cfs 0.291 afLink EDP1: DP1 (Existing) Primary=2.40 cfs 0.291 af Inflow=4.14 cfs 0.202 afLink EPD3: DP3 (Existing) Primary=4.14 cfs 0.202 af Existing Conditions Type III 24-hr 25-yr Rainfall=6.02"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 4HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1.981 ac 33.42% Impervious Runoff Depth=3.30"Subcatchment E1: E1 Flow Length=273' Tc=13.1 min CN=75 Runoff=6.10 cfs 0.545 af Runoff Area=1.392 ac 34.84% Impervious Runoff Depth=3.30"Subcatchment E2: E2 Flow Length=296' Tc=23.2 min CN=75 Runoff=3.40 cfs 0.383 af Runoff Area=1.552 ac 21.59% Impervious Runoff Depth=2.46"Subcatchment E3: E3 Flow Length=202' Tc=21.4 min CN=66 Runoff=2.86 cfs 0.318 af Runoff Area=5.156 ac 2.77% Impervious Runoff Depth=2.02"Subcatchment E4: E4 (EDP2) Flow Length=598' Tc=76.4 min CN=61 Runoff=3.88 cfs 0.867 af Runoff Area=0.368 ac 70.11% Impervious Runoff Depth=4.54"Subcatchment E5: E5 Tc=10.0 min CN=87 Runoff=1.66 cfs 0.139 af Peak Elev=36.66' Storage=1,681 cf Inflow=6.10 cfs 0.545 afPond EP1: Existing Drywell 1 Discarded=0.18 cfs 0.216 af Primary=5.89 cfs 0.329 af Secondary=0.00 cfs 0.000 af Outflow=6.07 cfs 0.545 af Peak Elev=36.86' Storage=3,697 cf Inflow=3.40 cfs 0.383 afPond EP2: Existing Drywell 2 Discarded=0.31 cfs 0.236 af Primary=1.79 cfs 0.147 af Outflow=2.10 cfs 0.383 af Inflow=4.00 cfs 0.464 afLink EDP1: DP1 (Existing) Primary=4.00 cfs 0.464 af Inflow=5.89 cfs 0.329 afLink EPD3: DP3 (Existing) Primary=5.89 cfs 0.329 af Existing Conditions Type III 24-hr 50-yr Rainfall=6.84"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 5HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1.981 ac 33.42% Impervious Runoff Depth=4.01"Subcatchment E1: E1 Flow Length=273' Tc=13.1 min CN=75 Runoff=7.41 cfs 0.662 af Runoff Area=1.392 ac 34.84% Impervious Runoff Depth=4.01"Subcatchment E2: E2 Flow Length=296' Tc=23.2 min CN=75 Runoff=4.14 cfs 0.465 af Runoff Area=1.552 ac 21.59% Impervious Runoff Depth=3.08"Subcatchment E3: E3 Flow Length=202' Tc=21.4 min CN=66 Runoff=3.63 cfs 0.398 af Runoff Area=5.156 ac 2.77% Impervious Runoff Depth=2.59"Subcatchment E4: E4 (EDP2) Flow Length=598' Tc=76.4 min CN=61 Runoff=5.08 cfs 1.112 af Runoff Area=0.368 ac 70.11% Impervious Runoff Depth=5.32"Subcatchment E5: E5 Tc=10.0 min CN=87 Runoff=1.94 cfs 0.163 af Peak Elev=36.67' Storage=1,737 cf Inflow=7.41 cfs 0.662 afPond EP1: Existing Drywell 1 Discarded=0.18 cfs 0.233 af Primary=7.20 cfs 0.429 af Secondary=0.00 cfs 0.000 af Outflow=7.38 cfs 0.662 af Peak Elev=36.93' Storage=4,381 cf Inflow=4.14 cfs 0.465 afPond EP2: Existing Drywell 2 Discarded=0.31 cfs 0.262 af Primary=2.33 cfs 0.203 af Outflow=2.65 cfs 0.465 af Inflow=5.23 cfs 0.601 afLink EDP1: DP1 (Existing) Primary=5.23 cfs 0.601 af Inflow=7.20 cfs 0.429 afLink EPD3: DP3 (Existing) Primary=7.20 cfs 0.429 af Existing Conditions Type III 24-hr 100-yr Rainfall=7.76"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 6HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1.981 ac 33.42% Impervious Runoff Depth=4.83"Subcatchment E1: E1 Flow Length=273' Tc=13.1 min CN=75 Runoff=8.90 cfs 0.797 af Runoff Area=1.392 ac 34.84% Impervious Runoff Depth=4.83"Subcatchment E2: E2 Flow Length=296' Tc=23.2 min CN=75 Runoff=4.98 cfs 0.560 af Runoff Area=1.552 ac 21.59% Impervious Runoff Depth=3.81"Subcatchment E3: E3 Flow Length=202' Tc=21.4 min CN=66 Runoff=4.52 cfs 0.493 af Runoff Area=5.156 ac 2.77% Impervious Runoff Depth=3.26"Subcatchment E4: E4 (EDP2) Flow Length=598' Tc=76.4 min CN=61 Runoff=6.50 cfs 1.402 af Runoff Area=0.368 ac 70.11% Impervious Runoff Depth=6.22"Subcatchment E5: E5 Tc=10.0 min CN=87 Runoff=2.24 cfs 0.191 af Peak Elev=36.68' Storage=1,797 cf Inflow=8.90 cfs 0.797 afPond EP1: Existing Drywell 1 Discarded=0.18 cfs 0.247 af Primary=8.69 cfs 0.549 af Secondary=0.00 cfs 0.000 af Outflow=8.87 cfs 0.797 af Peak Elev=37.01' Storage=5,165 cf Inflow=4.98 cfs 0.560 afPond EP2: Existing Drywell 2 Discarded=0.31 cfs 0.289 af Primary=2.95 cfs 0.271 af Outflow=3.26 cfs 0.560 af Inflow=6.66 cfs 0.764 afLink EDP1: DP1 (Existing) Primary=6.66 cfs 0.764 af Inflow=8.69 cfs 0.549 afLink EPD3: DP3 (Existing) Primary=8.69 cfs 0.549 af Existing Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 7HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment E1: E1 Runoff = 1.78 cfs @ 12.19 hrs, Volume= 0.168 af, Depth= 1.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.09" Area (ac) CN Description 0.759 61 >75% Grass cover, Good, HSG B 0.305 74 >75% Grass cover, Good, HSG C 0.208 55 Woods, Good, HSG B 0.047 70 Woods, Good, HSG C * 0.662 98 IMPERVIOUS 1.981 75 Weighted Average 1.319 66.58% Pervious Area 0.662 33.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.0 100 0.0400 0.15 Sheet Flow, Grass SF Grass: Dense n= 0.240 P2= 3.09" 0.4 30 0.0400 1.40 Shallow Concentrated Flow, Grass SCF Short Grass Pasture Kv= 7.0 fps 0.6 25 0.0200 0.71 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 0.3 15 0.0200 0.99 Shallow Concentrated Flow, Grass SCF Short Grass Pasture Kv= 7.0 fps 0.8 103 0.0160 2.04 Shallow Concentrated Flow, PVMT SCF Unpaved Kv= 16.1 fps 13.1 273 Total Existing Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 8HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E1: E1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 2-yr Rainfall=3.09" Runoff Area=1.981 ac Runoff Volume=0.168 af Runoff Depth=1.02" Flow Length=273' Tc=13.1 min CN=75 1.78 cfs Existing Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 9HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment E2: E2 Runoff = 1.00 cfs @ 12.35 hrs, Volume= 0.118 af, Depth= 1.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.09" Area (ac) CN Description 0.737 61 >75% Grass cover, Good, HSG B 0.170 74 >75% Grass cover, Good, HSG C * 0.485 98 IMPERVIOUS 1.392 75 Weighted Average 0.907 65.16% Pervious Area 0.485 34.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 100 0.0080 0.08 Sheet Flow, Grass SF Grass: Dense n= 0.240 P2= 3.09" 1.8 126 0.0280 1.17 Shallow Concentrated Flow, Grass SCF Short Grass Pasture Kv= 7.0 fps 0.4 70 0.0250 3.21 Shallow Concentrated Flow, PVMT SCF Paved Kv= 20.3 fps 23.2 296 Total Subcatchment E2: E2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 2-yr Rainfall=3.09" Runoff Area=1.392 ac Runoff Volume=0.118 af Runoff Depth=1.02" Flow Length=296' Tc=23.2 min CN=75 1.00 cfs Existing Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 10HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment E3: E3 Runoff = 0.55 cfs @ 12.37 hrs, Volume= 0.076 af, Depth= 0.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.09" Area (ac) CN Description 0.225 61 >75% Grass cover, Good, HSG B 0.042 74 >75% Grass cover, Good, HSG C 0.939 55 Woods, Good, HSG B 0.011 70 Woods, Good, HSG C * 0.335 98 IMPERVIOUS 1.552 66 Weighted Average 1.217 78.41% Pervious Area 0.335 21.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 32 0.0120 0.11 Sheet Flow, Grass SF Grass: Short n= 0.150 P2= 3.09" 0.6 37 0.0140 0.96 Sheet Flow, PVMT SF Smooth surfaces n= 0.011 P2= 3.09" 12.5 35 0.0100 0.05 Sheet Flow, Woodland SF Woods: Light underbrush n= 0.400 P2= 3.09" 3.4 98 0.0090 0.47 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 21.4 202 Total Existing Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 11HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E3: E3 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 Type III 24-hr 2-yr Rainfall=3.09" Runoff Area=1.552 ac Runoff Volume=0.076 af Runoff Depth=0.59" Flow Length=202' Tc=21.4 min CN=66 0.55 cfs Existing Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 12HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment E4: E4 (EDP2) Runoff = 0.54 cfs @ 13.32 hrs, Volume= 0.172 af, Depth= 0.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.09" Area (ac) CN Description 0.188 61 >75% Grass cover, Good, HSG B 3.495 55 Woods, Good, HSG B * 1.330 74 Woods, Good, HSG C/D * 0.143 98 IMPERVIOUS 5.156 61 Weighted Average 5.013 97.23% Pervious Area 0.143 2.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 41 0.0120 0.08 Sheet Flow, Grass SF Grass: Dense n= 0.240 P2= 3.09" 30.6 59 0.0120 0.03 Sheet Flow, Wood SF Woods: Dense underbrush n= 0.800 P2= 3.09" 37.1 498 0.0080 0.22 Shallow Concentrated Flow, Woodland SCF Forest w/Heavy Litter Kv= 2.5 fps 76.4 598 Total Subcatchment E4: E4 (EDP2) 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 Type III 24-hr 2-yr Rainfall=3.09" Runoff Area=5.156 ac Runoff Volume=0.172 af Runoff Depth=0.40" Flow Length=598' Tc=76.4 min CN=61 0.54 cfs Existing Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 13HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment E5: E5 Runoff = 0.68 cfs @ 12.14 hrs, Volume= 0.056 af, Depth= 1.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.09" Area (ac) CN Description 0.110 61 >75% Grass cover, Good, HSG B * 0.258 98 IMPERVIOUS 0.368 87 Weighted Average 0.110 29.89% Pervious Area 0.258 70.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment E5: E5 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-yr Rainfall=3.09" Runoff Area=0.368 ac Runoff Volume=0.056 af Runoff Depth=1.82" Tc=10.0 min CN=87 0.68 cfs Existing Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 14HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond EP1: Existing Drywell 1 Inflow Area = 1.981 ac, 33.42% Impervious, Inflow Depth = 1.02" for 2-yr event Inflow = 1.78 cfs @ 12.19 hrs, Volume= 0.168 af Outflow = 1.36 cfs @ 12.33 hrs, Volume= 0.168 af, Atten= 23%, Lag= 8.5 min Discarded = 0.18 cfs @ 11.84 hrs, Volume= 0.130 af Primary = 1.19 cfs @ 12.33 hrs, Volume= 0.039 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Peak Elev= 36.62' @ 12.33 hrs Surf.Area= 28 sf Storage= 1,446 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 57.7 min ( 925.3 - 867.6 ) Volume Invert Avail.Storage Storage Description #1 33.00' 8 cf 6.00'D x 1.85'H Vertical Cone/Cylinder 52 cf Overall - 32 cf Embedded = 21 cf x 40.0% Voids #2 33.00' 23 cf 4.00'D x 1.85'H Vertical Cone/Cylinder Inside #1 32 cf Overall - 4.0" Wall Thickness = 23 cf #3 34.85' 3 cf 2.00'D x 1.00'H Vertical Cone/Cylinder -Impervious #4 35.85' 23,050 cf Custom Stage Data (Prismatic) Listed below (Recalc) -Impervious 23,085 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 35.85 12 0 0 36.00 13 2 2 36.50 3,433 862 863 37.00 12,642 4,019 4,882 37.50 24,994 9,409 14,291 37.60 27,388 2,619 16,910 37.70 31,031 2,921 19,831 37.80 33,354 3,219 23,050 Device Routing Invert Outlet Devices #1 Discarded 33.00'120.000 in/hr Exfiltration over Wetted area #2 Primary 36.60'150.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Secondary 37.60'39.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Existing Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 15HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.18 cfs @ 11.84 hrs HW=36.01' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.18 cfs) Primary OutFlow Max=1.18 cfs @ 12.33 hrs HW=36.62' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 1.18 cfs @ 0.39 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=33.00' TW=30.10' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond EP1: Existing Drywell 1 Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=1.981 ac Peak Elev=36.62' Storage=1,446 cf 1.78 cfs 1.36 cfs 0.18 cfs 1.19 cfs 0.00 cfs Existing Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 16HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond EP2: Existing Drywell 2 Inflow Area = 1.392 ac, 34.84% Impervious, Inflow Depth = 1.02" for 2-yr event Inflow = 1.00 cfs @ 12.35 hrs, Volume= 0.118 af Outflow = 0.31 cfs @ 12.12 hrs, Volume= 0.118 af, Atten= 69%, Lag= 0.0 min Discarded = 0.31 cfs @ 12.12 hrs, Volume= 0.118 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Peak Elev= 36.48' @ 12.95 hrs Surf.Area= 28 sf Storage= 1,200 cf Plug-Flow detention time= 24.9 min calculated for 0.118 af (100% of inflow) Center-of-Mass det. time= 24.9 min ( 901.8 - 876.9 ) Volume Invert Avail.Storage Storage Description #1 30.10' 20 cf 6.00'D x 4.49'H Vertical Cone/Cylinder 127 cf Overall - 77 cf Embedded = 50 cf x 40.0% Voids #2 30.10' 56 cf 4.00'D x 4.49'H Vertical Cone/Cylinder Inside #1 77 cf Overall - 4.0" Wall Thickness = 56 cf #3 34.59' 3 cf 2.00'D x 1.00'H Vertical Cone/Cylinder -Impervious #4 35.59' 12,344 cf Custom Stage Data (Prismatic) Listed below (Recalc) -Impervious 12,423 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 35.59 12 0 0 36.00 362 77 77 36.50 4,053 1,104 1,180 37.00 11,319 3,843 5,023 37.50 17,962 7,320 12,344 Device Routing Invert Outlet Devices #1 Discarded 30.10'120.000 in/hr Exfiltration over Wetted area #2 Primary 36.50'3.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.31 cfs @ 12.12 hrs HW=34.98' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.31 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=30.10' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Existing Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 17HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond EP2: Existing Drywell 2 Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=1.392 ac Peak Elev=36.48' Storage=1,200 cf 1.00 cfs 0.31 cfs 0.31 cfs 0.00 cfs Existing Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 18HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Link EDP1: DP1 (Existing) Inflow Area = 2.944 ac, 27.85% Impervious, Inflow Depth = 0.31" for 2-yr event Inflow = 0.55 cfs @ 12.37 hrs, Volume= 0.076 af Primary = 0.55 cfs @ 12.37 hrs, Volume= 0.076 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Link EDP1: DP1 (Existing) 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=2.944 ac 0.55 cfs 0.55 cfs Existing Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 19HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Link EPD3: DP3 (Existing) Inflow Area = 1.981 ac, 33.42% Impervious, Inflow Depth = 0.23" for 2-yr event Inflow = 1.19 cfs @ 12.33 hrs, Volume= 0.039 af Primary = 1.19 cfs @ 12.33 hrs, Volume= 0.039 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Link EPD3: DP3 (Existing) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=1.981 ac 1.19 cfs 1.19 cfs Existing Conditions Type III 24-hr 10-yr Rainfall=4.89"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 20HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E1: E1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=1.981 ac Runoff Volume=0.390 af Runoff Depth=2.36" Flow Length=273' Tc=13.1 min CN=75 4.34 cfs Subcatchment E2: E2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=1.392 ac Runoff Volume=0.274 af Runoff Depth=2.36" Flow Length=296' Tc=23.2 min CN=75 2.42 cfs Existing Conditions Type III 24-hr 10-yr Rainfall=4.89"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 21HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E3: E3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=1.552 ac Runoff Volume=0.214 af Runoff Depth=1.65" Flow Length=202' Tc=21.4 min CN=66 1.87 cfs Subcatchment E4: E4 (EDP2) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=5.156 ac Runoff Volume=0.560 af Runoff Depth=1.30" Flow Length=598' Tc=76.4 min CN=61 2.37 cfs Existing Conditions Type III 24-hr 10-yr Rainfall=4.89"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 22HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E5: E5 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=0.368 ac Runoff Volume=0.106 af Runoff Depth=3.46" Tc=10.0 min CN=87 1.28 cfs Pond EP1: Existing Drywell 1 Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=1.981 ac Peak Elev=36.65' Storage=1,603 cf 4.34 cfs 4.31 cfs 0.18 cfs 4.14 cfs 0.00 cfs Existing Conditions Type III 24-hr 10-yr Rainfall=4.89"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 23HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond EP2: Existing Drywell 2 Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=1.392 ac Peak Elev=36.76' Storage=2,782 cf 2.42 cfs 1.37 cfs 0.31 cfs 1.05 cfs Link EDP1: DP1 (Existing) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=2.944 ac 2.40 cfs 2.40 cfs Existing Conditions Type III 24-hr 10-yr Rainfall=4.89"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 24HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Link EPD3: DP3 (Existing) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=1.981 ac 4.14 cfs 4.14 cfs Existing Conditions Type III 24-hr 25-yr Rainfall=6.02"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 25HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E1: E1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Type III 24-hr 25-yr Rainfall=6.02" Runoff Area=1.981 ac Runoff Volume=0.545 af Runoff Depth=3.30" Flow Length=273' Tc=13.1 min CN=75 6.10 cfs Subcatchment E2: E2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Type III 24-hr 25-yr Rainfall=6.02" Runoff Area=1.392 ac Runoff Volume=0.383 af Runoff Depth=3.30" Flow Length=296' Tc=23.2 min CN=75 3.40 cfs Existing Conditions Type III 24-hr 25-yr Rainfall=6.02"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 26HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E3: E3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Type III 24-hr 25-yr Rainfall=6.02" Runoff Area=1.552 ac Runoff Volume=0.318 af Runoff Depth=2.46" Flow Length=202' Tc=21.4 min CN=66 2.86 cfs Subcatchment E4: E4 (EDP2) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type III 24-hr 25-yr Rainfall=6.02" Runoff Area=5.156 ac Runoff Volume=0.867 af Runoff Depth=2.02" Flow Length=598' Tc=76.4 min CN=61 3.88 cfs Existing Conditions Type III 24-hr 25-yr Rainfall=6.02"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 27HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E5: E5 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25-yr Rainfall=6.02" Runoff Area=0.368 ac Runoff Volume=0.139 af Runoff Depth=4.54" Tc=10.0 min CN=87 1.66 cfs Pond EP1: Existing Drywell 1 Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=1.981 ac Peak Elev=36.66' Storage=1,681 cf 6.10 cfs 6.07 cfs 0.18 cfs 5.89 cfs 0.00 cfs Existing Conditions Type III 24-hr 25-yr Rainfall=6.02"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 28HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond EP2: Existing Drywell 2 Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=1.392 ac Peak Elev=36.86' Storage=3,697 cf 3.40 cfs 2.10 cfs 0.31 cfs 1.79 cfs Link EDP1: DP1 (Existing) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=2.944 ac 4.00 cfs 4.00 cfs Existing Conditions Type III 24-hr 25-yr Rainfall=6.02"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 29HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Link EPD3: DP3 (Existing) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=1.981 ac 5.89 cfs 5.89 cfs Existing Conditions Type III 24-hr 50-yr Rainfall=6.84"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 30HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E1: E1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)8 7 6 5 4 3 2 1 0 Type III 24-hr 50-yr Rainfall=6.84" Runoff Area=1.981 ac Runoff Volume=0.662 af Runoff Depth=4.01" Flow Length=273' Tc=13.1 min CN=75 7.41 cfs Subcatchment E2: E2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type III 24-hr 50-yr Rainfall=6.84" Runoff Area=1.392 ac Runoff Volume=0.465 af Runoff Depth=4.01" Flow Length=296' Tc=23.2 min CN=75 4.14 cfs Existing Conditions Type III 24-hr 50-yr Rainfall=6.84"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 31HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E3: E3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type III 24-hr 50-yr Rainfall=6.84" Runoff Area=1.552 ac Runoff Volume=0.398 af Runoff Depth=3.08" Flow Length=202' Tc=21.4 min CN=66 3.63 cfs Subcatchment E4: E4 (EDP2) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type III 24-hr 50-yr Rainfall=6.84" Runoff Area=5.156 ac Runoff Volume=1.112 af Runoff Depth=2.59" Flow Length=598' Tc=76.4 min CN=61 5.08 cfs Existing Conditions Type III 24-hr 50-yr Rainfall=6.84"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 32HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E5: E5 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 50-yr Rainfall=6.84" Runoff Area=0.368 ac Runoff Volume=0.163 af Runoff Depth=5.32" Tc=10.0 min CN=87 1.94 cfs Pond EP1: Existing Drywell 1 Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=1.981 ac Peak Elev=36.67' Storage=1,737 cf 7.41 cfs 7.38 cfs 0.18 cfs 7.20 cfs 0.00 cfs Existing Conditions Type III 24-hr 50-yr Rainfall=6.84"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 33HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond EP2: Existing Drywell 2 Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=1.392 ac Peak Elev=36.93' Storage=4,381 cf 4.14 cfs 2.65 cfs 0.31 cfs 2.33 cfs Link EDP1: DP1 (Existing) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=2.944 ac 5.23 cfs 5.23 cfs Existing Conditions Type III 24-hr 50-yr Rainfall=6.84"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 34HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Link EPD3: DP3 (Existing) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=1.981 ac 7.20 cfs 7.20 cfs Existing Conditions Type III 24-hr 100-yr Rainfall=7.76"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 35HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E1: E1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)9 8 7 6 5 4 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.76" Runoff Area=1.981 ac Runoff Volume=0.797 af Runoff Depth=4.83" Flow Length=273' Tc=13.1 min CN=75 8.90 cfs Subcatchment E2: E2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.76" Runoff Area=1.392 ac Runoff Volume=0.560 af Runoff Depth=4.83" Flow Length=296' Tc=23.2 min CN=75 4.98 cfs Existing Conditions Type III 24-hr 100-yr Rainfall=7.76"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 36HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E3: E3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.76" Runoff Area=1.552 ac Runoff Volume=0.493 af Runoff Depth=3.81" Flow Length=202' Tc=21.4 min CN=66 4.52 cfs Subcatchment E4: E4 (EDP2) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.76" Runoff Area=5.156 ac Runoff Volume=1.402 af Runoff Depth=3.26" Flow Length=598' Tc=76.4 min CN=61 6.50 cfs Existing Conditions Type III 24-hr 100-yr Rainfall=7.76"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 37HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment E5: E5 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 100-yr Rainfall=7.76" Runoff Area=0.368 ac Runoff Volume=0.191 af Runoff Depth=6.22" Tc=10.0 min CN=87 2.24 cfs Pond EP1: Existing Drywell 1 Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=1.981 ac Peak Elev=36.68' Storage=1,797 cf 8.90 cfs 8.87 cfs 0.18 cfs 8.69 cfs 0.00 cfs Existing Conditions Type III 24-hr 100-yr Rainfall=7.76"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 38HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond EP2: Existing Drywell 2 Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=1.392 ac Peak Elev=37.01' Storage=5,165 cf 4.98 cfs 3.26 cfs 0.31 cfs 2.95 cfs Link EDP1: DP1 (Existing) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=2.944 ac 6.66 cfs 6.66 cfs Existing Conditions Type III 24-hr 100-yr Rainfall=7.76"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 39HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Link EPD3: DP3 (Existing) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=1.981 ac 8.69 cfs 8.69 cfs Existing Conditions Type III 24-hr 100-yr Rainfall=7.76"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 40HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond EP1: Existing Drywell 1 Inflow Area = 1.981 ac, 33.42% Impervious, Inflow Depth = 4.83" for 100-yr event Inflow = 8.90 cfs @ 12.18 hrs, Volume= 0.797 af Outflow = 8.87 cfs @ 12.19 hrs, Volume= 0.797 af, Atten= 0%, Lag= 0.7 min Discarded = 0.18 cfs @ 9.66 hrs, Volume= 0.247 af Primary = 8.69 cfs @ 12.19 hrs, Volume= 0.549 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Peak Elev= 36.68' @ 12.19 hrs Surf.Area= 28 sf Storage= 1,797 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 32.2 min ( 854.1 - 822.0 ) Volume Invert Avail.Storage Storage Description #1 33.00' 8 cf 6.00'D x 1.85'H Vertical Cone/Cylinder 52 cf Overall - 32 cf Embedded = 21 cf x 40.0% Voids #2 33.00' 23 cf 4.00'D x 1.85'H Vertical Cone/Cylinder Inside #1 32 cf Overall - 4.0" Wall Thickness = 23 cf #3 34.85' 3 cf 2.00'D x 1.00'H Vertical Cone/Cylinder -Impervious #4 35.85' 23,050 cf Custom Stage Data (Prismatic) Listed below (Recalc) -Impervious 23,085 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 35.85 12 0 0 36.00 13 2 2 36.50 3,433 862 863 37.00 12,642 4,019 4,882 37.50 24,994 9,409 14,291 37.60 27,388 2,619 16,910 37.70 31,031 2,921 19,831 37.80 33,354 3,219 23,050 Device Routing Invert Outlet Devices #1 Discarded 33.00'120.000 in/hr Exfiltration over Wetted area #2 Primary 36.60'150.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Secondary 37.60'39.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Existing Conditions Type III 24-hr 100-yr Rainfall=7.76"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 41HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.18 cfs @ 9.66 hrs HW=35.06' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.18 cfs) Primary OutFlow Max=8.67 cfs @ 12.19 hrs HW=36.68' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 8.67 cfs @ 0.75 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=33.00' TW=30.10' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond EP1: Existing Drywell 1 Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=1.981 ac Peak Elev=36.68' Storage=1,797 cf 8.90 cfs 8.87 cfs 0.18 cfs 8.69 cfs 0.00 cfs Existing Conditions Type III 24-hr 100-yr Rainfall=7.76"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 42HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond EP2: Existing Drywell 2 Inflow Area = 1.392 ac, 34.84% Impervious, Inflow Depth = 4.83" for 100-yr event Inflow = 4.98 cfs @ 12.31 hrs, Volume= 0.560 af Outflow = 3.26 cfs @ 12.58 hrs, Volume= 0.560 af, Atten= 34%, Lag= 15.9 min Discarded = 0.31 cfs @ 11.16 hrs, Volume= 0.289 af Primary = 2.95 cfs @ 12.58 hrs, Volume= 0.271 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Peak Elev= 37.01' @ 12.58 hrs Surf.Area= 28 sf Storage= 5,165 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 31.4 min ( 862.7 - 831.3 ) Volume Invert Avail.Storage Storage Description #1 30.10' 20 cf 6.00'D x 4.49'H Vertical Cone/Cylinder 127 cf Overall - 77 cf Embedded = 50 cf x 40.0% Voids #2 30.10' 56 cf 4.00'D x 4.49'H Vertical Cone/Cylinder Inside #1 77 cf Overall - 4.0" Wall Thickness = 56 cf #3 34.59' 3 cf 2.00'D x 1.00'H Vertical Cone/Cylinder -Impervious #4 35.59' 12,344 cf Custom Stage Data (Prismatic) Listed below (Recalc) -Impervious 12,423 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 35.59 12 0 0 36.00 362 77 77 36.50 4,053 1,104 1,180 37.00 11,319 3,843 5,023 37.50 17,962 7,320 12,344 Device Routing Invert Outlet Devices #1 Discarded 30.10'120.000 in/hr Exfiltration over Wetted area #2 Primary 36.50'3.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.31 cfs @ 11.16 hrs HW=35.04' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.31 cfs) Primary OutFlow Max=2.95 cfs @ 12.58 hrs HW=37.01' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 2.95 cfs @ 1.95 fps) Existing Conditions Type III 24-hr 100-yr Rainfall=7.76"4512 - HydroCAD Printed 5/10/2021Prepared by Design Professionals, Inc. Page 43HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond EP2: Existing Drywell 2 Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=1.392 ac Peak Elev=37.01' Storage=5,165 cf 4.98 cfs 3.26 cfs 0.31 cfs 2.95 cfs APPENDIX B Watershed Computations (Post-Development Drainage HydroCAD Report) Proposed Conditions P1 P1 P2 P2 P3 P3 P4 P4 (Proposed E4) P5 P5 (Proposed E5) P6 P6 P7 P7 P8 P8 R1 R1 R2 R2 R3 R3 R4 R4 R5 R5 EP1* Proposed EP1 EP2* Proposed EP2 PP1 Proposed Pond 1 PDP1 DP1 (Proposed) PDP2 DP2 (Proposed) PDP3 DP3 (Proposed) Routing Diagram for 4512 - HydroCAD Prepared by Design Professionals, Inc. , Printed 5/11/2021 HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1.559 ac 41.18% Impervious Runoff Depth=1.19"Subcatchment P1: P1 Flow Length=273' Tc=13.1 min CN=78 Runoff=1.68 cfs 0.155 af Runoff Area=1.314 ac 34.09% Impervious Runoff Depth=1.02"Subcatchment P2: P2 Flow Length=296' Tc=23.2 min CN=75 Runoff=0.94 cfs 0.112 af Runoff Area=0.676 ac 43.64% Impervious Runoff Depth=1.13"Subcatchment P3: P3 Tc=8.0 min CN=77 Runoff=0.81 cfs 0.064 af Runoff Area=4.412 ac 0.00% Impervious Runoff Depth=0.40"Subcatchment P4: P4 (Proposed E4) Flow Length=533' Tc=62.3 min CN=61 Runoff=0.52 cfs 0.147 af Runoff Area=0.368 ac 70.11% Impervious Runoff Depth=1.82"Subcatchment P5: P5 (Proposed E5) Tc=10.0 min CN=87 Runoff=0.68 cfs 0.056 af Runoff Area=0.267 ac 59.55% Impervious Runoff Depth=1.74"Subcatchment P6: P6 Tc=6.0 min CN=86 Runoff=0.54 cfs 0.039 af Runoff Area=0.631 ac 35.02% Impervious Runoff Depth=0.91"Subcatchment P7: P7 Tc=8.0 min CN=73 Runoff=0.58 cfs 0.048 af Runoff Area=0.739 ac 0.00% Impervious Runoff Depth=0.25"Subcatchment P8: P8 Flow Length=181' Slope=0.0160 '/' Tc=45.9 min CN=56 Runoff=0.05 cfs 0.015 af Runoff Area=0.067 ac 100.00% Impervious Runoff Depth=2.86"Subcatchment R1: R1 Tc=6.0 min CN=98 Runoff=0.20 cfs 0.016 af Runoff Area=0.050 ac 100.00% Impervious Runoff Depth=2.86"Subcatchment R2: R2 Tc=6.0 min CN=98 Runoff=0.15 cfs 0.012 af Runoff Area=0.091 ac 100.00% Impervious Runoff Depth=2.86"Subcatchment R3: R3 Tc=6.0 min CN=98 Runoff=0.27 cfs 0.022 af Runoff Area=0.117 ac 100.00% Impervious Runoff Depth=2.86"Subcatchment R4: R4 Tc=6.0 min CN=98 Runoff=0.35 cfs 0.028 af Runoff Area=0.164 ac 100.00% Impervious Runoff Depth=2.86"Subcatchment R5: R5 Tc=6.0 min CN=98 Runoff=0.49 cfs 0.039 af Peak Elev=36.61' Storage=988 cf Inflow=1.68 cfs 0.155 afPond EP1*: Proposed EP1 Discarded=0.70 cfs 0.153 af Primary=0.22 cfs 0.002 af Secondary=0.00 cfs 0.000 af Outflow=0.92 cfs 0.155 af Peak Elev=34.95' Storage=4,142 cf Inflow=2.42 cfs 0.269 afPond EP2*: Proposed EP2 Discarded=0.39 cfs 0.269 af Primary=0.00 cfs 0.000 af Outflow=0.39 cfs 0.269 af Peak Elev=33.48' Storage=764 cf Inflow=1.32 cfs 0.109 afPond PP1: Proposed Pond 1 Discarded=0.72 cfs 0.109 af Primary=0.00 cfs 0.000 af Outflow=0.72 cfs 0.109 af Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 3HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Inflow=0.05 cfs 0.015 afLink PDP1: DP1 (Proposed) Primary=0.05 cfs 0.015 af Inflow=0.52 cfs 0.147 afLink PDP2: DP2 (Proposed) Primary=0.52 cfs 0.147 af Inflow=0.22 cfs 0.002 afLink PDP3: DP3 (Proposed) Primary=0.22 cfs 0.002 af Proposed Conditions Type III 24-hr 10-yr Rainfall=4.89"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 4HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1.559 ac 41.18% Impervious Runoff Depth=2.62"Subcatchment P1: P1 Flow Length=273' Tc=13.1 min CN=78 Runoff=3.81 cfs 0.340 af Runoff Area=1.314 ac 34.09% Impervious Runoff Depth=2.36"Subcatchment P2: P2 Flow Length=296' Tc=23.2 min CN=75 Runoff=2.29 cfs 0.258 af Runoff Area=0.676 ac 43.64% Impervious Runoff Depth=2.53"Subcatchment P3: P3 Tc=8.0 min CN=77 Runoff=1.87 cfs 0.143 af Runoff Area=4.412 ac 0.00% Impervious Runoff Depth=1.30"Subcatchment P4: P4 (Proposed E4) Flow Length=533' Tc=62.3 min CN=61 Runoff=2.32 cfs 0.479 af Runoff Area=0.368 ac 70.11% Impervious Runoff Depth=3.46"Subcatchment P5: P5 (Proposed E5) Tc=10.0 min CN=87 Runoff=1.28 cfs 0.106 af Runoff Area=0.267 ac 59.55% Impervious Runoff Depth=3.36"Subcatchment P6: P6 Tc=6.0 min CN=86 Runoff=1.04 cfs 0.075 af Runoff Area=0.631 ac 35.02% Impervious Runoff Depth=2.19"Subcatchment P7: P7 Tc=8.0 min CN=73 Runoff=1.50 cfs 0.115 af Runoff Area=0.739 ac 0.00% Impervious Runoff Depth=0.99"Subcatchment P8: P8 Flow Length=181' Slope=0.0160 '/' Tc=45.9 min CN=56 Runoff=0.32 cfs 0.061 af Runoff Area=0.067 ac 100.00% Impervious Runoff Depth=4.65"Subcatchment R1: R1 Tc=6.0 min CN=98 Runoff=0.32 cfs 0.026 af Runoff Area=0.050 ac 100.00% Impervious Runoff Depth=4.65"Subcatchment R2: R2 Tc=6.0 min CN=98 Runoff=0.24 cfs 0.019 af Runoff Area=0.091 ac 100.00% Impervious Runoff Depth=4.65"Subcatchment R3: R3 Tc=6.0 min CN=98 Runoff=0.43 cfs 0.035 af Runoff Area=0.117 ac 100.00% Impervious Runoff Depth=4.65"Subcatchment R4: R4 Tc=6.0 min CN=98 Runoff=0.56 cfs 0.045 af Runoff Area=0.164 ac 100.00% Impervious Runoff Depth=4.65"Subcatchment R5: R5 Tc=6.0 min CN=98 Runoff=0.78 cfs 0.064 af Peak Elev=36.64' Storage=1,132 cf Inflow=3.81 cfs 0.340 afPond EP1*: Proposed EP1 Discarded=0.70 cfs 0.259 af Primary=3.09 cfs 0.081 af Secondary=0.00 cfs 0.000 af Outflow=3.79 cfs 0.340 af Peak Elev=36.15' Storage=12,358 cf Inflow=5.13 cfs 0.565 afPond EP2*: Proposed EP2 Discarded=0.39 cfs 0.565 af Primary=0.00 cfs 0.000 af Outflow=0.39 cfs 0.565 af Peak Elev=33.93' Storage=1,597 cf Inflow=2.68 cfs 0.215 afPond PP1: Proposed Pond 1 Discarded=1.45 cfs 0.215 af Primary=0.00 cfs 0.000 af Outflow=1.45 cfs 0.215 af Proposed Conditions Type III 24-hr 10-yr Rainfall=4.89"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 5HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Inflow=0.32 cfs 0.061 afLink PDP1: DP1 (Proposed) Primary=0.32 cfs 0.061 af Inflow=2.32 cfs 0.479 afLink PDP2: DP2 (Proposed) Primary=2.32 cfs 0.479 af Inflow=3.09 cfs 0.081 afLink PDP3: DP3 (Proposed) Primary=3.09 cfs 0.081 af Proposed Conditions Type III 24-hr 25-yr Rainfall=6.02"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 6HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1.559 ac 41.18% Impervious Runoff Depth=3.60"Subcatchment P1: P1 Flow Length=273' Tc=13.1 min CN=78 Runoff=5.23 cfs 0.467 af Runoff Area=1.314 ac 34.09% Impervious Runoff Depth=3.30"Subcatchment P2: P2 Flow Length=296' Tc=23.2 min CN=75 Runoff=3.21 cfs 0.361 af Runoff Area=0.676 ac 43.64% Impervious Runoff Depth=3.50"Subcatchment P3: P3 Tc=8.0 min CN=77 Runoff=2.58 cfs 0.197 af Runoff Area=4.412 ac 0.00% Impervious Runoff Depth=2.02"Subcatchment P4: P4 (Proposed E4) Flow Length=533' Tc=62.3 min CN=61 Runoff=3.79 cfs 0.742 af Runoff Area=0.368 ac 70.11% Impervious Runoff Depth=4.54"Subcatchment P5: P5 (Proposed E5) Tc=10.0 min CN=87 Runoff=1.66 cfs 0.139 af Runoff Area=0.267 ac 59.55% Impervious Runoff Depth=4.43"Subcatchment P6: P6 Tc=6.0 min CN=86 Runoff=1.35 cfs 0.099 af Runoff Area=0.631 ac 35.02% Impervious Runoff Depth=3.11"Subcatchment P7: P7 Tc=8.0 min CN=73 Runoff=2.14 cfs 0.163 af Runoff Area=0.739 ac 0.00% Impervious Runoff Depth=1.61"Subcatchment P8: P8 Flow Length=181' Slope=0.0160 '/' Tc=45.9 min CN=56 Runoff=0.58 cfs 0.099 af Runoff Area=0.067 ac 100.00% Impervious Runoff Depth=5.78"Subcatchment R1: R1 Tc=6.0 min CN=98 Runoff=0.39 cfs 0.032 af Runoff Area=0.050 ac 100.00% Impervious Runoff Depth=5.78"Subcatchment R2: R2 Tc=6.0 min CN=98 Runoff=0.29 cfs 0.024 af Runoff Area=0.091 ac 100.00% Impervious Runoff Depth=5.78"Subcatchment R3: R3 Tc=6.0 min CN=98 Runoff=0.54 cfs 0.044 af Runoff Area=0.117 ac 100.00% Impervious Runoff Depth=5.78"Subcatchment R4: R4 Tc=6.0 min CN=98 Runoff=0.69 cfs 0.056 af Runoff Area=0.164 ac 100.00% Impervious Runoff Depth=5.78"Subcatchment R5: R5 Tc=6.0 min CN=98 Runoff=0.97 cfs 0.079 af Peak Elev=36.65' Storage=1,187 cf Inflow=5.23 cfs 0.467 afPond EP1*: Proposed EP1 Discarded=0.70 cfs 0.323 af Primary=4.51 cfs 0.144 af Secondary=0.00 cfs 0.000 af Outflow=5.21 cfs 0.467 af Peak Elev=36.25' Storage=13,901 cf Inflow=6.95 cfs 0.768 afPond EP2*: Proposed EP2 Discarded=0.39 cfs 0.634 af Primary=1.89 cfs 0.134 af Outflow=2.28 cfs 0.768 af Peak Elev=34.21' Storage=2,171 cf Inflow=3.59 cfs 0.288 afPond PP1: Proposed Pond 1 Discarded=1.94 cfs 0.288 af Primary=0.00 cfs 0.000 af Outflow=1.94 cfs 0.288 af Proposed Conditions Type III 24-hr 25-yr Rainfall=6.02"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 7HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Inflow=2.47 cfs 0.233 afLink PDP1: DP1 (Proposed) Primary=2.47 cfs 0.233 af Inflow=3.79 cfs 0.742 afLink PDP2: DP2 (Proposed) Primary=3.79 cfs 0.742 af Inflow=4.51 cfs 0.144 afLink PDP3: DP3 (Proposed) Primary=4.51 cfs 0.144 af Proposed Conditions Type III 24-hr 50-yr Rainfall=6.84"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 8HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1.559 ac 41.18% Impervious Runoff Depth=4.33"Subcatchment P1: P1 Flow Length=273' Tc=13.1 min CN=78 Runoff=6.28 cfs 0.563 af Runoff Area=1.314 ac 34.09% Impervious Runoff Depth=4.01"Subcatchment P2: P2 Flow Length=296' Tc=23.2 min CN=75 Runoff=3.91 cfs 0.439 af Runoff Area=0.676 ac 43.64% Impervious Runoff Depth=4.22"Subcatchment P3: P3 Tc=8.0 min CN=77 Runoff=3.11 cfs 0.238 af Runoff Area=4.412 ac 0.00% Impervious Runoff Depth=2.59"Subcatchment P4: P4 (Proposed E4) Flow Length=533' Tc=62.3 min CN=61 Runoff=4.96 cfs 0.951 af Runoff Area=0.368 ac 70.11% Impervious Runoff Depth=5.32"Subcatchment P5: P5 (Proposed E5) Tc=10.0 min CN=87 Runoff=1.94 cfs 0.163 af Runoff Area=0.267 ac 59.55% Impervious Runoff Depth=5.21"Subcatchment P6: P6 Tc=6.0 min CN=86 Runoff=1.58 cfs 0.116 af Runoff Area=0.631 ac 35.02% Impervious Runoff Depth=3.80"Subcatchment P7: P7 Tc=8.0 min CN=73 Runoff=2.62 cfs 0.200 af Runoff Area=0.739 ac 0.00% Impervious Runoff Depth=2.11"Subcatchment P8: P8 Flow Length=181' Slope=0.0160 '/' Tc=45.9 min CN=56 Runoff=0.78 cfs 0.130 af Runoff Area=0.067 ac 100.00% Impervious Runoff Depth=6.60"Subcatchment R1: R1 Tc=6.0 min CN=98 Runoff=0.45 cfs 0.037 af Runoff Area=0.050 ac 100.00% Impervious Runoff Depth=6.60"Subcatchment R2: R2 Tc=6.0 min CN=98 Runoff=0.34 cfs 0.028 af Runoff Area=0.091 ac 100.00% Impervious Runoff Depth=6.60"Subcatchment R3: R3 Tc=6.0 min CN=98 Runoff=0.61 cfs 0.050 af Runoff Area=0.117 ac 100.00% Impervious Runoff Depth=6.60"Subcatchment R4: R4 Tc=6.0 min CN=98 Runoff=0.78 cfs 0.064 af Runoff Area=0.164 ac 100.00% Impervious Runoff Depth=6.60"Subcatchment R5: R5 Tc=6.0 min CN=98 Runoff=1.10 cfs 0.090 af Peak Elev=36.66' Storage=1,225 cf Inflow=6.28 cfs 0.563 afPond EP1*: Proposed EP1 Discarded=0.70 cfs 0.369 af Primary=5.56 cfs 0.194 af Secondary=0.00 cfs 0.000 af Outflow=6.26 cfs 0.563 af Peak Elev=36.29' Storage=14,518 cf Inflow=8.30 cfs 0.920 afPond EP2*: Proposed EP2 Discarded=0.39 cfs 0.668 af Primary=4.15 cfs 0.252 af Outflow=4.53 cfs 0.920 af Peak Elev=34.41' Storage=2,602 cf Inflow=4.28 cfs 0.342 afPond PP1: Proposed Pond 1 Discarded=2.30 cfs 0.342 af Primary=0.00 cfs 0.000 af Outflow=2.30 cfs 0.342 af Proposed Conditions Type III 24-hr 50-yr Rainfall=6.84"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 9HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Inflow=4.83 cfs 0.382 afLink PDP1: DP1 (Proposed) Primary=4.83 cfs 0.382 af Inflow=4.96 cfs 0.951 afLink PDP2: DP2 (Proposed) Primary=4.96 cfs 0.951 af Inflow=5.56 cfs 0.194 afLink PDP3: DP3 (Proposed) Primary=5.56 cfs 0.194 af Proposed Conditions Type III 24-hr 100-yr Rainfall=7.76"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 10HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1.559 ac 41.18% Impervious Runoff Depth=5.17"Subcatchment P1: P1 Flow Length=273' Tc=13.1 min CN=78 Runoff=7.47 cfs 0.672 af Runoff Area=1.314 ac 34.09% Impervious Runoff Depth=4.83"Subcatchment P2: P2 Flow Length=296' Tc=23.2 min CN=75 Runoff=4.70 cfs 0.528 af Runoff Area=0.676 ac 43.64% Impervious Runoff Depth=5.05"Subcatchment P3: P3 Tc=8.0 min CN=77 Runoff=3.71 cfs 0.285 af Runoff Area=4.412 ac 0.00% Impervious Runoff Depth=3.26"Subcatchment P4: P4 (Proposed E4) Flow Length=533' Tc=62.3 min CN=61 Runoff=6.34 cfs 1.200 af Runoff Area=0.368 ac 70.11% Impervious Runoff Depth=6.22"Subcatchment P5: P5 (Proposed E5) Tc=10.0 min CN=87 Runoff=2.24 cfs 0.191 af Runoff Area=0.267 ac 59.55% Impervious Runoff Depth=6.10"Subcatchment P6: P6 Tc=6.0 min CN=86 Runoff=1.83 cfs 0.136 af Runoff Area=0.631 ac 35.02% Impervious Runoff Depth=4.60"Subcatchment P7: P7 Tc=8.0 min CN=73 Runoff=3.17 cfs 0.242 af Runoff Area=0.739 ac 0.00% Impervious Runoff Depth=2.73"Subcatchment P8: P8 Flow Length=181' Slope=0.0160 '/' Tc=45.9 min CN=56 Runoff=1.03 cfs 0.168 af Runoff Area=0.067 ac 100.00% Impervious Runoff Depth=7.52"Subcatchment R1: R1 Tc=6.0 min CN=98 Runoff=0.51 cfs 0.042 af Runoff Area=0.050 ac 100.00% Impervious Runoff Depth=7.52"Subcatchment R2: R2 Tc=6.0 min CN=98 Runoff=0.38 cfs 0.031 af Runoff Area=0.091 ac 100.00% Impervious Runoff Depth=7.52"Subcatchment R3: R3 Tc=6.0 min CN=98 Runoff=0.69 cfs 0.057 af Runoff Area=0.117 ac 100.00% Impervious Runoff Depth=7.52"Subcatchment R4: R4 Tc=6.0 min CN=98 Runoff=0.89 cfs 0.073 af Runoff Area=0.164 ac 100.00% Impervious Runoff Depth=7.52"Subcatchment R5: R5 Tc=6.0 min CN=98 Runoff=1.25 cfs 0.103 af Peak Elev=36.67' Storage=1,267 cf Inflow=7.47 cfs 0.672 afPond EP1*: Proposed EP1 Discarded=0.70 cfs 0.418 af Primary=6.75 cfs 0.253 af Secondary=0.00 cfs 0.000 af Outflow=7.45 cfs 0.672 af Peak Elev=36.32' Storage=15,063 cf Inflow=9.83 cfs 1.094 afPond EP2*: Proposed EP2 Discarded=0.39 cfs 0.702 af Primary=6.45 cfs 0.392 af Outflow=6.83 cfs 1.094 af Peak Elev=34.62' Storage=3,100 cf Inflow=5.05 cfs 0.403 afPond PP1: Proposed Pond 1 Discarded=2.71 cfs 0.403 af Primary=0.00 cfs 0.000 af Outflow=2.71 cfs 0.403 af Proposed Conditions Type III 24-hr 100-yr Rainfall=7.76"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 11HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Inflow=7.21 cfs 0.560 afLink PDP1: DP1 (Proposed) Primary=7.21 cfs 0.560 af Inflow=6.34 cfs 1.200 afLink PDP2: DP2 (Proposed) Primary=6.34 cfs 1.200 af Inflow=6.75 cfs 0.253 afLink PDP3: DP3 (Proposed) Primary=6.75 cfs 0.253 af Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 12HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P1: P1 Runoff = 1.68 cfs @ 12.19 hrs, Volume= 0.155 af, Depth= 1.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.09" Area (ac) CN Description 0.475 61 >75% Grass cover, Good, HSG B 0.277 74 >75% Grass cover, Good, HSG C 0.145 55 Woods, Good, HSG B 0.020 70 Woods, Good, HSG C * 0.642 98 IMPERVIOUS 1.559 78 Weighted Average 0.917 58.82% Pervious Area 0.642 41.18% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.0 100 0.0400 0.15 Sheet Flow, Grass SF Grass: Dense n= 0.240 P2= 3.09" 0.4 30 0.0400 1.40 Shallow Concentrated Flow, Grass SCF Short Grass Pasture Kv= 7.0 fps 0.6 25 0.0200 0.71 Shallow Concentrated Flow, Woodland SCF Woodland Kv= 5.0 fps 0.3 15 0.0200 0.99 Shallow Concentrated Flow, Grass SCF Short Grass Pasture Kv= 7.0 fps 0.8 103 0.0160 2.04 Shallow Concentrated Flow, PVMT SCF Unpaved Kv= 16.1 fps 13.1 273 Total Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 13HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P1: P1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 2-yr Rainfall=3.09" Runoff Area=1.559 ac Runoff Volume=0.155 af Runoff Depth=1.19" Flow Length=273' Tc=13.1 min CN=78 1.68 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 14HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P2: P2 Runoff = 0.94 cfs @ 12.35 hrs, Volume= 0.112 af, Depth= 1.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.09" Area (ac) CN Description 0.719 61 >75% Grass cover, Good, HSG B 0.147 74 >75% Grass cover, Good, HSG C * 0.448 98 IMPERVIOUS 1.314 75 Weighted Average 0.866 65.91% Pervious Area 0.448 34.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.0 100 0.0080 0.08 Sheet Flow, Grass SF Grass: Dense n= 0.240 P2= 3.09" 1.8 126 0.0280 1.17 Shallow Concentrated Flow, Grass SCF Short Grass Pasture Kv= 7.0 fps 0.4 70 0.0250 3.21 Shallow Concentrated Flow, PVMT SCF Paved Kv= 20.3 fps 23.2 296 Total Subcatchment P2: P2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 2-yr Rainfall=3.09" Runoff Area=1.314 ac Runoff Volume=0.112 af Runoff Depth=1.02" Flow Length=296' Tc=23.2 min CN=75 0.94 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 15HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P3: P3 Runoff = 0.81 cfs @ 12.12 hrs, Volume= 0.064 af, Depth= 1.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.09" Area (ac) CN Description 0.314 61 >75% Grass cover, Good, HSG B 0.067 55 Woods, Good, HSG B * 0.295 98 IMPERVIOUS 0.676 77 Weighted Average 0.381 56.36% Pervious Area 0.295 43.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P3: P3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-yr Rainfall=3.09" Runoff Area=0.676 ac Runoff Volume=0.064 af Runoff Depth=1.13" Tc=8.0 min CN=77 0.81 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 16HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P4: P4 (Proposed E4) Runoff = 0.52 cfs @ 13.08 hrs, Volume= 0.147 af, Depth= 0.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.09" Area (ac) CN Description 0.407 61 >75% Grass cover, Good, HSG B 2.669 55 Woods, Good, HSG B * 1.336 74 Woods, Good, HSG C/D 4.412 61 Weighted Average 4.412 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 33.4 100 0.0025 0.05 Sheet Flow, Grass SF Grass: Dense n= 0.240 P2= 3.09" 28.9 433 0.0100 0.25 Shallow Concentrated Flow, Woodland SCF Forest w/Heavy Litter Kv= 2.5 fps 62.3 533 Total Subcatchment P4: P4 (Proposed E4) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-yr Rainfall=3.09" Runoff Area=4.412 ac Runoff Volume=0.147 af Runoff Depth=0.40" Flow Length=533' Tc=62.3 min CN=61 0.52 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 17HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P5: P5 (Proposed E5) Runoff = 0.68 cfs @ 12.14 hrs, Volume= 0.056 af, Depth= 1.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.09" Area (ac) CN Description 0.110 61 >75% Grass cover, Good, HSG B * 0.258 98 IMPERVIOUS 0.368 87 Weighted Average 0.110 29.89% Pervious Area 0.258 70.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment P5: P5 (Proposed E5) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-yr Rainfall=3.09" Runoff Area=0.368 ac Runoff Volume=0.056 af Runoff Depth=1.82" Tc=10.0 min CN=87 0.68 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 18HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P6: P6 Runoff = 0.54 cfs @ 12.09 hrs, Volume= 0.039 af, Depth= 1.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.09" Area (ac) CN Description 0.057 61 >75% Grass cover, Good, HSG B 0.051 74 >75% Grass cover, Good, HSG C * 0.159 98 IMPERVIOUS 0.267 86 Weighted Average 0.108 40.45% Pervious Area 0.159 59.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P6: P6 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-yr Rainfall=3.09" Runoff Area=0.267 ac Runoff Volume=0.039 af Runoff Depth=1.74" Tc=6.0 min CN=86 0.54 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 19HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P7: P7 Runoff = 0.58 cfs @ 12.12 hrs, Volume= 0.048 af, Depth= 0.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.09" Area (ac) CN Description 0.286 61 >75% Grass cover, Good, HSG B 0.124 55 Woods, Good, HSG B * 0.221 98 IMPERVIOUS 0.631 73 Weighted Average 0.410 64.98% Pervious Area 0.221 35.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment P7: P7 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-yr Rainfall=3.09" Runoff Area=0.631 ac Runoff Volume=0.048 af Runoff Depth=0.91" Tc=8.0 min CN=73 0.58 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 20HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment P8: P8 Runoff = 0.05 cfs @ 12.92 hrs, Volume= 0.015 af, Depth= 0.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.09" Area (ac) CN Description 0.607 55 Woods, Good, HSG B 0.028 61 >75% Grass cover, Good, HSG B 0.003 74 >75% Grass cover, Good, HSG C 0.088 55 Woods, Good, HSG B 0.013 70 Woods, Good, HSG C 0.739 56 Weighted Average 0.739 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 41.6 100 0.0160 0.04 Sheet Flow, Grass SF Woods: Dense underbrush n= 0.800 P2= 3.09" 4.3 81 0.0160 0.32 Shallow Concentrated Flow, Woodland SCF Forest w/Heavy Litter Kv= 2.5 fps 45.9 181 Total Subcatchment P8: P8 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.05 0.048 0.046 0.044 0.042 0.04 0.038 0.036 0.034 0.032 0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type III 24-hr 2-yr Rainfall=3.09" Runoff Area=0.739 ac Runoff Volume=0.015 af Runoff Depth=0.25" Flow Length=181' Slope=0.0160 '/' Tc=45.9 min CN=56 0.05 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 21HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment R1: R1 Runoff = 0.20 cfs @ 12.08 hrs, Volume= 0.016 af, Depth= 2.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.09" Area (ac) CN Description * 0.067 98 IMPERVIOUS 0.067 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment R1: R1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 2-yr Rainfall=3.09" Runoff Area=0.067 ac Runoff Volume=0.016 af Runoff Depth=2.86" Tc=6.0 min CN=98 0.20 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 22HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment R2: R2 Runoff = 0.15 cfs @ 12.08 hrs, Volume= 0.012 af, Depth= 2.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.09" Area (ac) CN Description * 0.050 98 IMPERVIOUS 0.050 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment R2: R2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type III 24-hr 2-yr Rainfall=3.09" Runoff Area=0.050 ac Runoff Volume=0.012 af Runoff Depth=2.86" Tc=6.0 min CN=98 0.15 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 23HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment R3: R3 Runoff = 0.27 cfs @ 12.08 hrs, Volume= 0.022 af, Depth= 2.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.09" Area (ac) CN Description * 0.091 98 IMPERVIOUS 0.091 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment R3: R3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-yr Rainfall=3.09" Runoff Area=0.091 ac Runoff Volume=0.022 af Runoff Depth=2.86" Tc=6.0 min CN=98 0.27 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 24HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment R4: R4 Runoff = 0.35 cfs @ 12.08 hrs, Volume= 0.028 af, Depth= 2.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.09" Area (ac) CN Description * 0.117 98 IMPERVIOUS 0.117 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment R4: R4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 2-yr Rainfall=3.09" Runoff Area=0.117 ac Runoff Volume=0.028 af Runoff Depth=2.86" Tc=6.0 min CN=98 0.35 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 25HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Subcatchment R5: R5 Runoff = 0.49 cfs @ 12.08 hrs, Volume= 0.039 af, Depth= 2.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Type III 24-hr 2-yr Rainfall=3.09" Area (ac) CN Description * 0.164 98 IMPERVIOUS 0.164 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment R5: R5 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 2-yr Rainfall=3.09" Runoff Area=0.164 ac Runoff Volume=0.039 af Runoff Depth=2.86" Tc=6.0 min CN=98 0.49 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 26HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond EP1*: Proposed EP1 [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=12) Inflow Area = 1.559 ac, 41.18% Impervious, Inflow Depth = 1.19" for 2-yr event Inflow = 1.68 cfs @ 12.19 hrs, Volume= 0.155 af Outflow = 0.92 cfs @ 12.46 hrs, Volume= 0.155 af, Atten= 45%, Lag= 16.5 min Discarded = 0.70 cfs @ 12.08 hrs, Volume= 0.153 af Primary = 0.22 cfs @ 12.46 hrs, Volume= 0.002 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Peak Elev= 36.61' @ 12.46 hrs Surf.Area= 215 sf Storage= 988 cf Plug-Flow detention time= 7.4 min calculated for 0.155 af (100% of inflow) Center-of-Mass det. time= 7.4 min ( 865.1 - 857.7 ) Volume Invert Avail.Storage Storage Description #1 33.00' 8 cf 6.00'D x 1.85'H Vertical Cone/Cylinder 52 cf Overall - 32 cf Embedded = 21 cf x 40.0% Voids #2 33.00' 23 cf 4.00'D x 1.85'H Vertical Cone/Cylinder Inside #1 32 cf Overall - 4.0" Wall Thickness = 23 cf #3 34.85' 3 cf 2.00'D x 1.00'H Vertical Cone/Cylinder -Impervious #4 35.85' 12,510 cf Custom Stage Data (Prismatic) Listed below (Recalc) -Impervious #5 35.50' 60 cf Custom Stage Data (Conic) Listed below (Recalc) 12,604 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 35.85 12 0 0 36.00 117 10 10 36.50 2,079 549 559 37.00 11,922 3,500 4,059 37.50 21,881 8,451 12,510 Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 35.50 64 0 0 64 36.00 187 60 60 188 Device Routing Invert Outlet Devices #1 Discarded 33.00'120.000 in/hr Exfiltration over Wetted area #2 Primary 36.60'150.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Secondary 37.22'29.0' long x 1.0' 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 Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 27HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.70 cfs @ 12.08 hrs HW=36.08' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.70 cfs) Primary OutFlow Max=0.22 cfs @ 12.46 hrs HW=36.61' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 0.22 cfs @ 0.22 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=33.00' TW=30.10' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond EP1*: Proposed EP1 Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=1.559 ac Peak Elev=36.61' Storage=988 cf 1.68 cfs 0.92 cfs 0.70 cfs 0.22 cfs 0.00 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 28HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond EP2*: Proposed EP2 Inflow Area = 2.488 ac, 45.54% Impervious, Inflow Depth = 1.30" for 2-yr event Inflow = 2.42 cfs @ 12.11 hrs, Volume= 0.269 af Outflow = 0.39 cfs @ 12.46 hrs, Volume= 0.269 af, Atten= 84%, Lag= 21.0 min Discarded = 0.39 cfs @ 12.46 hrs, Volume= 0.269 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Peak Elev= 34.95' @ 13.23 hrs Surf.Area= 57 sf Storage= 4,142 cf Plug-Flow detention time= 96.3 min calculated for 0.269 af (100% of inflow) Center-of-Mass det. time= 96.3 min ( 936.2 - 839.9 ) Volume Invert Avail.Storage Storage Description #1 30.10' 20 cf 6.00'D x 4.49'H Vertical Cone/Cylinder 127 cf Overall - 77 cf Embedded = 50 cf x 40.0% Voids #2 30.10' 56 cf 4.00'D x 4.49'H Vertical Cone/Cylinder Inside #1 77 cf Overall - 4.0" Wall Thickness = 56 cf #3 33.00' 6 cf 6.00'D x 1.40'H Vertical Cone/Cylinder 40 cf Overall - 24 cf Embedded = 16 cf x 40.0% Voids #4 33.00' 18 cf 4.00'D x 1.40'H Vertical Cone/Cylinder Inside #3 24 cf Overall - 4.0" Wall Thickness = 18 cf #5 34.59' 3 cf 2.00'D x 1.00'H Vertical Cone/Cylinder -Impervious #6 34.40' 3 cf 2.00'D x 1.00'H Vertical Cone/Cylinder -Impervious #7 33.00' 32,419 cf Custom Stage Data (Prismatic) Listed below (Recalc) -Impervious 32,525 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 33.00 1,403 0 0 34.00 2,047 1,725 1,725 35.00 2,855 2,451 4,176 36.00 9,813 6,334 10,510 37.00 34,004 21,909 32,419 Device Routing Invert Outlet Devices #1 Discarded 30.10'120.000 in/hr Exfiltration over Wetted area from 30.10' - 35.76' Excluded Wetted area = 28 sf #2 Primary 36.50'3.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Primary 36.20'55.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 29HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.39 cfs @ 12.46 hrs HW=34.61' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.39 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=30.10' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond EP2*: Proposed EP2 Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=2.488 ac Peak Elev=34.95' Storage=4,142 cf 2.42 cfs 0.39 cfs 0.39 cfs 0.00 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 30HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond PP1: Proposed Pond 1 Inflow Area = 0.889 ac, 53.88% Impervious, Inflow Depth = 1.48" for 2-yr event Inflow = 1.32 cfs @ 12.10 hrs, Volume= 0.109 af Outflow = 0.72 cfs @ 12.26 hrs, Volume= 0.109 af, Atten= 45%, Lag= 9.8 min Discarded = 0.72 cfs @ 12.26 hrs, Volume= 0.109 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Peak Elev= 33.48' @ 12.26 hrs Surf.Area= 1,714 sf Storage= 764 cf Plug-Flow detention time= 17.2 min calculated for 0.109 af (100% of inflow) Center-of-Mass det. time= 17.2 min ( 823.7 - 806.5 ) Volume Invert Avail.Storage Storage Description #1 33.00' 15,241 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) 33.00 1,464 0 0 1,464 34.00 2,006 1,728 1,728 2,026 35.00 2,664 2,327 4,055 2,705 36.00 5,292 3,904 7,959 5,343 37.00 9,474 7,282 15,241 9,536 Device Routing Invert Outlet Devices #1 Discarded 33.00'120.000 in/hr Exfiltration over Wetted area from 33.00' - 35.80' Excluded Wetted area = 1,464 sf #2 Primary 36.90'35.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.72 cfs @ 12.26 hrs HW=33.48' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.72 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=33.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 31HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond PP1: Proposed Pond 1 Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Inflow Area=0.889 ac Peak Elev=33.48' Storage=764 cf 1.32 cfs 0.72 cfs 0.72 cfs 0.00 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 32HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Link PDP1: DP1 (Proposed) Inflow Area = 3.227 ac, 35.11% Impervious, Inflow Depth = 0.06" for 2-yr event Inflow = 0.05 cfs @ 12.92 hrs, Volume= 0.015 af Primary = 0.05 cfs @ 12.92 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Link PDP1: DP1 (Proposed) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=3.227 ac 0.05 cfs 0.05 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 33HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Link PDP2: DP2 (Proposed) Inflow Area = 5.301 ac, 9.04% Impervious, Inflow Depth = 0.33" for 2-yr event Inflow = 0.52 cfs @ 13.08 hrs, Volume= 0.147 af Primary = 0.52 cfs @ 13.08 hrs, Volume= 0.147 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Link PDP2: DP2 (Proposed) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=5.301 ac 0.52 cfs 0.52 cfs Proposed Conditions Type III 24-hr 2-yr Rainfall=3.09"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 34HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Link PDP3: DP3 (Proposed) Inflow Area = 1.559 ac, 41.18% Impervious, Inflow Depth = 0.02" for 2-yr event Inflow = 0.22 cfs @ 12.46 hrs, Volume= 0.002 af Primary = 0.22 cfs @ 12.46 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Link PDP3: DP3 (Proposed) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=1.559 ac 0.22 cfs 0.22 cfs Proposed Conditions Type III 24-hr 10-yr Rainfall=4.89"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 35HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P1: P1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=1.559 ac Runoff Volume=0.340 af Runoff Depth=2.62" Flow Length=273' Tc=13.1 min CN=78 3.81 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=1.314 ac Runoff Volume=0.258 af Runoff Depth=2.36" Flow Length=296' Tc=23.2 min CN=75 2.29 cfs Proposed Conditions Type III 24-hr 10-yr Rainfall=4.89"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 36HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P3: P3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=0.676 ac Runoff Volume=0.143 af Runoff Depth=2.53" Tc=8.0 min CN=77 1.87 cfs Subcatchment P4: P4 (Proposed E4) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=4.412 ac Runoff Volume=0.479 af Runoff Depth=1.30" Flow Length=533' Tc=62.3 min CN=61 2.32 cfs Proposed Conditions Type III 24-hr 10-yr Rainfall=4.89"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 37HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P5: P5 (Proposed E5) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=0.368 ac Runoff Volume=0.106 af Runoff Depth=3.46" Tc=10.0 min CN=87 1.28 cfs Subcatchment P6: P6 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=0.267 ac Runoff Volume=0.075 af Runoff Depth=3.36" Tc=6.0 min CN=86 1.04 cfs Proposed Conditions Type III 24-hr 10-yr Rainfall=4.89"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 38HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P7: P7 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=0.631 ac Runoff Volume=0.115 af Runoff Depth=2.19" Tc=8.0 min CN=73 1.50 cfs Subcatchment P8: P8 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=0.739 ac Runoff Volume=0.061 af Runoff Depth=0.99" Flow Length=181' Slope=0.0160 '/' Tc=45.9 min CN=56 0.32 cfs Proposed Conditions Type III 24-hr 10-yr Rainfall=4.89"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 39HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment R1: R1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=0.067 ac Runoff Volume=0.026 af Runoff Depth=4.65" Tc=6.0 min CN=98 0.32 cfs Subcatchment R2: R2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=0.050 ac Runoff Volume=0.019 af Runoff Depth=4.65" Tc=6.0 min CN=98 0.24 cfs Proposed Conditions Type III 24-hr 10-yr Rainfall=4.89"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 40HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment R3: R3 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 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=0.091 ac Runoff Volume=0.035 af Runoff Depth=4.65" Tc=6.0 min CN=98 0.43 cfs Subcatchment R4: R4 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 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=0.117 ac Runoff Volume=0.045 af Runoff Depth=4.65" Tc=6.0 min CN=98 0.56 cfs Proposed Conditions Type III 24-hr 10-yr Rainfall=4.89"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 41HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment R5: R5 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 10-yr Rainfall=4.89" Runoff Area=0.164 ac Runoff Volume=0.064 af Runoff Depth=4.65" Tc=6.0 min CN=98 0.78 cfs Pond EP1*: Proposed EP1 Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=1.559 ac Peak Elev=36.64' Storage=1,132 cf 3.81 cfs 3.79 cfs 0.70 cfs 3.09 cfs 0.00 cfs Proposed Conditions Type III 24-hr 10-yr Rainfall=4.89"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 42HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond EP2*: Proposed EP2 Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=2.488 ac Peak Elev=36.15' Storage=12,358 cf 5.13 cfs 0.39 cfs 0.39 cfs 0.00 cfs Pond PP1: Proposed Pond 1 Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=0.889 ac Peak Elev=33.93' Storage=1,597 cf 2.68 cfs 1.45 cfs 1.45 cfs 0.00 cfs Proposed Conditions Type III 24-hr 10-yr Rainfall=4.89"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 43HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Link PDP1: DP1 (Proposed) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)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=3.227 ac 0.32 cfs 0.32 cfs Link PDP2: DP2 (Proposed) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=5.301 ac 2.32 cfs 2.32 cfs Proposed Conditions Type III 24-hr 10-yr Rainfall=4.89"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 44HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Link PDP3: DP3 (Proposed) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Inflow Area=1.559 ac 3.09 cfs 3.09 cfs Proposed Conditions Type III 24-hr 25-yr Rainfall=6.02"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 45HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P1: P1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type III 24-hr 25-yr Rainfall=6.02" Runoff Area=1.559 ac Runoff Volume=0.467 af Runoff Depth=3.60" Flow Length=273' Tc=13.1 min CN=78 5.23 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Type III 24-hr 25-yr Rainfall=6.02" Runoff Area=1.314 ac Runoff Volume=0.361 af Runoff Depth=3.30" Flow Length=296' Tc=23.2 min CN=75 3.21 cfs Proposed Conditions Type III 24-hr 25-yr Rainfall=6.02"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 46HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P3: P3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 25-yr Rainfall=6.02" Runoff Area=0.676 ac Runoff Volume=0.197 af Runoff Depth=3.50" Tc=8.0 min CN=77 2.58 cfs Subcatchment P4: P4 (Proposed E4) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type III 24-hr 25-yr Rainfall=6.02" Runoff Area=4.412 ac Runoff Volume=0.742 af Runoff Depth=2.02" Flow Length=533' Tc=62.3 min CN=61 3.79 cfs Proposed Conditions Type III 24-hr 25-yr Rainfall=6.02"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 47HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P5: P5 (Proposed E5) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25-yr Rainfall=6.02" Runoff Area=0.368 ac Runoff Volume=0.139 af Runoff Depth=4.54" Tc=10.0 min CN=87 1.66 cfs Subcatchment P6: P6 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25-yr Rainfall=6.02" Runoff Area=0.267 ac Runoff Volume=0.099 af Runoff Depth=4.43" Tc=6.0 min CN=86 1.35 cfs Proposed Conditions Type III 24-hr 25-yr Rainfall=6.02"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 48HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P7: P7 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 25-yr Rainfall=6.02" Runoff Area=0.631 ac Runoff Volume=0.163 af Runoff Depth=3.11" Tc=8.0 min CN=73 2.14 cfs Subcatchment P8: P8 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 Type III 24-hr 25-yr Rainfall=6.02" Runoff Area=0.739 ac Runoff Volume=0.099 af Runoff Depth=1.61" Flow Length=181' Slope=0.0160 '/' Tc=45.9 min CN=56 0.58 cfs Proposed Conditions Type III 24-hr 25-yr Rainfall=6.02"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 49HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment R1: R1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 25-yr Rainfall=6.02" Runoff Area=0.067 ac Runoff Volume=0.032 af Runoff Depth=5.78" Tc=6.0 min CN=98 0.39 cfs Subcatchment R2: R2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 25-yr Rainfall=6.02" Runoff Area=0.050 ac Runoff Volume=0.024 af Runoff Depth=5.78" Tc=6.0 min CN=98 0.29 cfs Proposed Conditions Type III 24-hr 25-yr Rainfall=6.02"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 50HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment R3: R3 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 Type III 24-hr 25-yr Rainfall=6.02" Runoff Area=0.091 ac Runoff Volume=0.044 af Runoff Depth=5.78" Tc=6.0 min CN=98 0.54 cfs Subcatchment R4: R4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-yr Rainfall=6.02" Runoff Area=0.117 ac Runoff Volume=0.056 af Runoff Depth=5.78" Tc=6.0 min CN=98 0.69 cfs Proposed Conditions Type III 24-hr 25-yr Rainfall=6.02"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 51HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment R5: R5 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 25-yr Rainfall=6.02" Runoff Area=0.164 ac Runoff Volume=0.079 af Runoff Depth=5.78" Tc=6.0 min CN=98 0.97 cfs Pond EP1*: Proposed EP1 Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=1.559 ac Peak Elev=36.65' Storage=1,187 cf 5.23 cfs 5.21 cfs 0.70 cfs 4.51 cfs 0.00 cfs Proposed Conditions Type III 24-hr 25-yr Rainfall=6.02"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 52HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond EP2*: Proposed EP2 Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=2.488 ac Peak Elev=36.25' Storage=13,901 cf 6.95 cfs 2.28 cfs 0.39 cfs 1.89 cfs Pond PP1: Proposed Pond 1 Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=0.889 ac Peak Elev=34.21' Storage=2,171 cf 3.59 cfs 1.94 cfs 1.94 cfs 0.00 cfs Proposed Conditions Type III 24-hr 25-yr Rainfall=6.02"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 53HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Link PDP1: DP1 (Proposed) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Inflow Area=3.227 ac 2.47 cfs 2.47 cfs Link PDP2: DP2 (Proposed) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=5.301 ac 3.79 cfs 3.79 cfs Proposed Conditions Type III 24-hr 25-yr Rainfall=6.02"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 54HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Link PDP3: DP3 (Proposed) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=1.559 ac 4.51 cfs 4.51 cfs Proposed Conditions Type III 24-hr 50-yr Rainfall=6.84"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 55HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P1: P1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 Type III 24-hr 50-yr Rainfall=6.84" Runoff Area=1.559 ac Runoff Volume=0.563 af Runoff Depth=4.33" Flow Length=273' Tc=13.1 min CN=78 6.28 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type III 24-hr 50-yr Rainfall=6.84" Runoff Area=1.314 ac Runoff Volume=0.439 af Runoff Depth=4.01" Flow Length=296' Tc=23.2 min CN=75 3.91 cfs Proposed Conditions Type III 24-hr 50-yr Rainfall=6.84"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 56HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P3: P3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Type III 24-hr 50-yr Rainfall=6.84" Runoff Area=0.676 ac Runoff Volume=0.238 af Runoff Depth=4.22" Tc=8.0 min CN=77 3.11 cfs Subcatchment P4: P4 (Proposed E4) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type III 24-hr 50-yr Rainfall=6.84" Runoff Area=4.412 ac Runoff Volume=0.951 af Runoff Depth=2.59" Flow Length=533' Tc=62.3 min CN=61 4.96 cfs Proposed Conditions Type III 24-hr 50-yr Rainfall=6.84"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 57HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P5: P5 (Proposed E5) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 50-yr Rainfall=6.84" Runoff Area=0.368 ac Runoff Volume=0.163 af Runoff Depth=5.32" Tc=10.0 min CN=87 1.94 cfs Subcatchment P6: P6 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 50-yr Rainfall=6.84" Runoff Area=0.267 ac Runoff Volume=0.116 af Runoff Depth=5.21" Tc=6.0 min CN=86 1.58 cfs Proposed Conditions Type III 24-hr 50-yr Rainfall=6.84"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 58HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P7: P7 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 50-yr Rainfall=6.84" Runoff Area=0.631 ac Runoff Volume=0.200 af Runoff Depth=3.80" Tc=8.0 min CN=73 2.62 cfs Subcatchment P8: P8 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 50-yr Rainfall=6.84" Runoff Area=0.739 ac Runoff Volume=0.130 af Runoff Depth=2.11" Flow Length=181' Slope=0.0160 '/' Tc=45.9 min CN=56 0.78 cfs Proposed Conditions Type III 24-hr 50-yr Rainfall=6.84"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 59HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment R1: R1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.5 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 Type III 24-hr 50-yr Rainfall=6.84" Runoff Area=0.067 ac Runoff Volume=0.037 af Runoff Depth=6.60" Tc=6.0 min CN=98 0.45 cfs Subcatchment R2: R2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 50-yr Rainfall=6.84" Runoff Area=0.050 ac Runoff Volume=0.028 af Runoff Depth=6.60" Tc=6.0 min CN=98 0.34 cfs Proposed Conditions Type III 24-hr 50-yr Rainfall=6.84"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 60HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment R3: R3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 50-yr Rainfall=6.84" Runoff Area=0.091 ac Runoff Volume=0.050 af Runoff Depth=6.60" Tc=6.0 min CN=98 0.61 cfs Subcatchment R4: R4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 50-yr Rainfall=6.84" Runoff Area=0.117 ac Runoff Volume=0.064 af Runoff Depth=6.60" Tc=6.0 min CN=98 0.78 cfs Proposed Conditions Type III 24-hr 50-yr Rainfall=6.84"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 61HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment R5: R5 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 50-yr Rainfall=6.84" Runoff Area=0.164 ac Runoff Volume=0.090 af Runoff Depth=6.60" Tc=6.0 min CN=98 1.10 cfs Pond EP1*: Proposed EP1 Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=1.559 ac Peak Elev=36.66' Storage=1,225 cf 6.28 cfs 6.26 cfs 0.70 cfs 5.56 cfs 0.00 cfs Proposed Conditions Type III 24-hr 50-yr Rainfall=6.84"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 62HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond EP2*: Proposed EP2 Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=2.488 ac Peak Elev=36.29' Storage=14,518 cf 8.30 cfs 4.53 cfs 0.39 cfs 4.15 cfs Pond PP1: Proposed Pond 1 Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=0.889 ac Peak Elev=34.41' Storage=2,602 cf 4.28 cfs 2.30 cfs 2.30 cfs 0.00 cfs Proposed Conditions Type III 24-hr 50-yr Rainfall=6.84"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 63HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Link PDP1: DP1 (Proposed) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=3.227 ac 4.83 cfs 4.83 cfs Link PDP2: DP2 (Proposed) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=5.301 ac 4.96 cfs 4.96 cfs Proposed Conditions Type III 24-hr 50-yr Rainfall=6.84"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 64HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Link PDP3: DP3 (Proposed) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 Inflow Area=1.559 ac 5.56 cfs 5.56 cfs Proposed Conditions Type III 24-hr 100-yr Rainfall=7.76"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 65HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P1: P1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)8 7 6 5 4 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.76" Runoff Area=1.559 ac Runoff Volume=0.672 af Runoff Depth=5.17" Flow Length=273' Tc=13.1 min CN=78 7.47 cfs Subcatchment P2: P2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.76" Runoff Area=1.314 ac Runoff Volume=0.528 af Runoff Depth=4.83" Flow Length=296' Tc=23.2 min CN=75 4.70 cfs Proposed Conditions Type III 24-hr 100-yr Rainfall=7.76"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 66HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P3: P3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.76" Runoff Area=0.676 ac Runoff Volume=0.285 af Runoff Depth=5.05" Tc=8.0 min CN=77 3.71 cfs Subcatchment P4: P4 (Proposed E4) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 Type III 24-hr 100-yr Rainfall=7.76" Runoff Area=4.412 ac Runoff Volume=1.200 af Runoff Depth=3.26" Flow Length=533' Tc=62.3 min CN=61 6.34 cfs Proposed Conditions Type III 24-hr 100-yr Rainfall=7.76"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 67HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P5: P5 (Proposed E5) Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 100-yr Rainfall=7.76" Runoff Area=0.368 ac Runoff Volume=0.191 af Runoff Depth=6.22" Tc=10.0 min CN=87 2.24 cfs Subcatchment P6: P6 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 100-yr Rainfall=7.76" Runoff Area=0.267 ac Runoff Volume=0.136 af Runoff Depth=6.10" Tc=6.0 min CN=86 1.83 cfs Proposed Conditions Type III 24-hr 100-yr Rainfall=7.76"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 68HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment P7: P7 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)3 2 1 0 Type III 24-hr 100-yr Rainfall=7.76" Runoff Area=0.631 ac Runoff Volume=0.242 af Runoff Depth=4.60" Tc=8.0 min CN=73 3.17 cfs Subcatchment P8: P8 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 100-yr Rainfall=7.76" Runoff Area=0.739 ac Runoff Volume=0.168 af Runoff Depth=2.73" Flow Length=181' Slope=0.0160 '/' Tc=45.9 min CN=56 1.03 cfs Proposed Conditions Type III 24-hr 100-yr Rainfall=7.76"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 69HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment R1: R1 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100-yr Rainfall=7.76" Runoff Area=0.067 ac Runoff Volume=0.042 af Runoff Depth=7.52" Tc=6.0 min CN=98 0.51 cfs Subcatchment R2: R2 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type III 24-hr 100-yr Rainfall=7.76" Runoff Area=0.050 ac Runoff Volume=0.031 af Runoff Depth=7.52" Tc=6.0 min CN=98 0.38 cfs Proposed Conditions Type III 24-hr 100-yr Rainfall=7.76"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 70HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment R3: R3 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100-yr Rainfall=7.76" Runoff Area=0.091 ac Runoff Volume=0.057 af Runoff Depth=7.52" Tc=6.0 min CN=98 0.69 cfs Subcatchment R4: R4 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 100-yr Rainfall=7.76" Runoff Area=0.117 ac Runoff Volume=0.073 af Runoff Depth=7.52" Tc=6.0 min CN=98 0.89 cfs Proposed Conditions Type III 24-hr 100-yr Rainfall=7.76"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 71HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcatchment R5: R5 Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)1 0 Type III 24-hr 100-yr Rainfall=7.76" Runoff Area=0.164 ac Runoff Volume=0.103 af Runoff Depth=7.52" Tc=6.0 min CN=98 1.25 cfs Pond EP1*: Proposed EP1 Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=1.559 ac Peak Elev=36.67' Storage=1,267 cf 7.47 cfs 7.45 cfs 0.70 cfs 6.75 cfs 0.00 cfs Proposed Conditions Type III 24-hr 100-yr Rainfall=7.76"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 72HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Pond EP2*: Proposed EP2 Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.488 ac Peak Elev=36.32' Storage=15,063 cf 9.83 cfs 6.83 cfs 0.39 cfs 6.45 cfs Pond PP1: Proposed Pond 1 Inflow Outflow Discarded Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=0.889 ac Peak Elev=34.62' Storage=3,100 cf 5.05 cfs 2.71 cfs 2.71 cfs 0.00 cfs Proposed Conditions Type III 24-hr 100-yr Rainfall=7.76"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 73HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Link PDP1: DP1 (Proposed) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=3.227 ac 7.21 cfs 7.21 cfs Link PDP2: DP2 (Proposed) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=5.301 ac 6.34 cfs 6.34 cfs Proposed Conditions Type III 24-hr 100-yr Rainfall=7.76"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 74HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Link PDP3: DP3 (Proposed) Inflow Primary Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=1.559 ac 6.75 cfs 6.75 cfs Proposed Conditions Type III 24-hr 100-yr Rainfall=7.76"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 75HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Summary for Pond EP1*: Proposed EP1 Inflow Area = 1.559 ac, 41.18% Impervious, Inflow Depth = 5.17" for 100-yr event Inflow = 7.47 cfs @ 12.18 hrs, Volume= 0.672 af Outflow = 7.45 cfs @ 12.19 hrs, Volume= 0.672 af, Atten= 0%, Lag= 0.6 min Discarded = 0.70 cfs @ 11.56 hrs, Volume= 0.418 af Primary = 6.75 cfs @ 12.19 hrs, Volume= 0.253 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Peak Elev= 36.67' @ 12.19 hrs Surf.Area= 215 sf Storage= 1,267 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 6.5 min ( 821.8 - 815.3 ) Volume Invert Avail.Storage Storage Description #1 33.00' 8 cf 6.00'D x 1.85'H Vertical Cone/Cylinder 52 cf Overall - 32 cf Embedded = 21 cf x 40.0% Voids #2 33.00' 23 cf 4.00'D x 1.85'H Vertical Cone/Cylinder Inside #1 32 cf Overall - 4.0" Wall Thickness = 23 cf #3 34.85' 3 cf 2.00'D x 1.00'H Vertical Cone/Cylinder -Impervious #4 35.85' 12,510 cf Custom Stage Data (Prismatic) Listed below (Recalc) -Impervious #5 35.50' 60 cf Custom Stage Data (Conic) Listed below (Recalc) 12,604 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 35.85 12 0 0 36.00 117 10 10 36.50 2,079 549 559 37.00 11,922 3,500 4,059 37.50 21,881 8,451 12,510 Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 35.50 64 0 0 64 36.00 187 60 60 188 Device Routing Invert Outlet Devices #1 Discarded 33.00'120.000 in/hr Exfiltration over Wetted area #2 Primary 36.60'150.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Secondary 37.22'29.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Proposed Conditions Type III 24-hr 100-yr Rainfall=7.76"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 76HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.70 cfs @ 11.56 hrs HW=36.02' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.70 cfs) Primary OutFlow Max=6.73 cfs @ 12.19 hrs HW=36.67' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 6.73 cfs @ 0.69 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=33.00' TW=30.10' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond EP2*: Proposed EP2 Inflow Area = 2.488 ac, 45.54% Impervious, Inflow Depth = 5.27" for 100-yr event Inflow = 9.83 cfs @ 12.11 hrs, Volume= 1.094 af Outflow = 6.83 cfs @ 12.41 hrs, Volume= 1.094 af, Atten= 30%, Lag= 17.6 min Discarded = 0.39 cfs @ 11.74 hrs, Volume= 0.702 af Primary = 6.45 cfs @ 12.41 hrs, Volume= 0.392 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Peak Elev= 36.32' @ 12.41 hrs Surf.Area= 57 sf Storage= 15,063 cf Plug-Flow detention time= 231.9 min calculated for 1.093 af (100% of inflow) Center-of-Mass det. time= 232.0 min ( 1,041.3 - 809.3 ) Volume Invert Avail.Storage Storage Description #1 30.10' 20 cf 6.00'D x 4.49'H Vertical Cone/Cylinder 127 cf Overall - 77 cf Embedded = 50 cf x 40.0% Voids #2 30.10' 56 cf 4.00'D x 4.49'H Vertical Cone/Cylinder Inside #1 77 cf Overall - 4.0" Wall Thickness = 56 cf #3 33.00' 6 cf 6.00'D x 1.40'H Vertical Cone/Cylinder 40 cf Overall - 24 cf Embedded = 16 cf x 40.0% Voids #4 33.00' 18 cf 4.00'D x 1.40'H Vertical Cone/Cylinder Inside #3 24 cf Overall - 4.0" Wall Thickness = 18 cf #5 34.59' 3 cf 2.00'D x 1.00'H Vertical Cone/Cylinder -Impervious #6 34.40' 3 cf 2.00'D x 1.00'H Vertical Cone/Cylinder -Impervious #7 33.00' 32,419 cf Custom Stage Data (Prismatic) Listed below (Recalc) -Impervious 32,525 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 33.00 1,403 0 0 34.00 2,047 1,725 1,725 35.00 2,855 2,451 4,176 36.00 9,813 6,334 10,510 37.00 34,004 21,909 32,419 Device Routing Invert Outlet Devices #1 Discarded 30.10'120.000 in/hr Exfiltration over Wetted area from 30.10' - 35.76' Excluded Wetted area = 28 sf #2 Primary 36.50'3.0' long x 1.0' breadth Broad-Crested Rectangular Weir Proposed Conditions Type III 24-hr 100-yr Rainfall=7.76"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 77HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #3 Primary 36.20'55.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.39 cfs @ 11.74 hrs HW=34.63' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.39 cfs) Primary OutFlow Max=6.44 cfs @ 12.41 hrs HW=36.32' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 3=Broad-Crested Rectangular Weir (Weir Controls 6.44 cfs @ 0.95 fps) Summary for Pond PP1: Proposed Pond 1 Inflow Area = 0.889 ac, 53.88% Impervious, Inflow Depth = 5.45" for 100-yr event Inflow = 5.05 cfs @ 12.10 hrs, Volume= 0.403 af Outflow = 2.71 cfs @ 12.26 hrs, Volume= 0.403 af, Atten= 46%, Lag= 9.5 min Discarded = 2.71 cfs @ 12.26 hrs, Volume= 0.403 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs Peak Elev= 34.62' @ 12.26 hrs Surf.Area= 2,405 sf Storage= 3,100 cf Plug-Flow detention time= 17.9 min calculated for 0.403 af (100% of inflow) Center-of-Mass det. time= 17.9 min ( 807.4 - 789.5 ) Volume Invert Avail.Storage Storage Description #1 33.00' 15,241 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) 33.00 1,464 0 0 1,464 34.00 2,006 1,728 1,728 2,026 35.00 2,664 2,327 4,055 2,705 36.00 5,292 3,904 7,959 5,343 37.00 9,474 7,282 15,241 9,536 Device Routing Invert Outlet Devices #1 Discarded 33.00'120.000 in/hr Exfiltration over Wetted area from 33.00' - 35.80' Excluded Wetted area = 1,464 sf #2 Primary 36.90'35.0' long x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Proposed Conditions Type III 24-hr 100-yr Rainfall=7.76"4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 78HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Discarded OutFlow Max=2.70 cfs @ 12.26 hrs HW=34.62' (Free Discharge) 1=Exfiltration (Exfiltration Controls 2.70 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=33.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) APPENDIX C NRCS Soil Map & Data United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for State of ConnecticutNatural Resources Conservation Service April 9, 2021 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 State of Connecticut........................................................................................14 12—Raypol silt loam...................................................................................14 29A—Agawam fine sandy loam, 0 to 3 percent slopes...............................15 29B—Agawam fine sandy loam, 3 to 8 percent slopes...............................17 36B—Windsor loamy sand, 3 to 8 percent slopes......................................19 37E—Manchester gravelly sandy loam, 15 to 45 percent slopes...............20 306—Udorthents-Urban land complex........................................................22 307—Urban land.........................................................................................23 701A—Ninigret fine sandy loam, 0 to 3 percent slopes..............................24 702A—Tisbury silt loam, 0 to 3 percent slopes...........................................26 704A—Enfield silt loam, 0 to 3 percent slopes............................................27 704B—Enfield silt loam, 3 to 8 percent slopes............................................29 W—Water....................................................................................................31 Soil Information for All Uses...............................................................................32 Soil Properties and Qualities..............................................................................32 Soil Qualities and Features.............................................................................32 Hydrologic Soil Group.................................................................................32 References............................................................................................................37 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 463360046337004633800463390046340004634100463360046337004633800463390046340004634100697700 697800 697900 698000 698100 698200 698300 698400 698500 698600 697700 697800 697900 698000 698100 698200 698300 698400 698500 698600 41° 50' 4'' N 72° 37' 11'' W41° 50' 4'' N72° 36' 28'' W41° 49' 43'' N 72° 37' 11'' W41° 49' 43'' N 72° 36' 28'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 200 400 800 1200 Feet 0 50 100 200 300 Meters Map Scale: 1:4,500 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: State of Connecticut Survey Area Data: Version 20, Jun 9, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 15, 2019—Oct 24, 2019 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 12 Raypol silt loam 18.1 21.0% 29A Agawam fine sandy loam, 0 to 3 percent slopes 10.7 12.4% 29B Agawam fine sandy loam, 3 to 8 percent slopes 8.3 9.7% 36B Windsor loamy sand, 3 to 8 percent slopes 1.5 1.8% 37E Manchester gravelly sandy loam, 15 to 45 percent slopes 3.8 4.4% 306 Udorthents-Urban land complex 7.8 9.1% 307 Urban land 4.5 5.2% 701A Ninigret fine sandy loam, 0 to 3 percent slopes 0.0 0.0% 702A Tisbury silt loam, 0 to 3 percent slopes 7.4 8.5% 704A Enfield silt loam, 0 to 3 percent slopes 20.5 23.8% 704B Enfield silt loam, 3 to 8 percent slopes 2.7 3.1% W Water 0.8 1.0% Totals for Area of Interest 86.1 100.0% 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 Custom Soil Resource Report 11 particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, 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. Custom Soil Resource Report 12 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 13 State of Connecticut 12—Raypol silt loam Map Unit Setting National map unit symbol: 9ljx 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 Raypol and similar soils:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Raypol Setting Landform:Depressions, drainageways Down-slope shape:Concave Across-slope shape:Concave Parent material:Coarse-loamy eolian deposits over sandy and gravelly glaciofluvial deposits derived from granite and/or schist and/or gneiss Typical profile Ap - 0 to 8 inches: silt loam Bg1 - 8 to 12 inches: very fine sandy loam Bg2 - 12 to 20 inches: silt loam Bw1 - 20 to 26 inches: silt loam Bw2 - 26 to 29 inches: very fine sandy loam 2C1 - 29 to 52 inches: stratified very gravelly coarse sand to loamy fine sand 2C2 - 52 to 65 inches: stratified very gravelly coarse sand to loamy fine sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Poorly drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.57 to 1.98 in/hr) Depth to water table:About 0 to 12 inches Frequency of flooding:None Frequency of ponding:None Available water capacity:Moderate (about 7.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4w Hydrologic Soil Group: C/D Ecological site: F144AY028MA - Wet Outwash Hydric soil rating: Yes Custom Soil Resource Report 14 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:Terraces, outwash plains Down-slope shape:Convex Across-slope shape:Linear Hydric soil rating: No Ninigret Percent of map unit:3 percent Landform:Outwash plains, terraces Down-slope shape:Linear Across-slope shape:Concave Hydric soil rating: No Tisbury Percent of map unit:2 percent Landform:Outwash plains, terraces Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Scarboro Percent of map unit:2 percent Landform:Depressions, drainageways, terraces Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Walpole Percent of map unit:2 percent Landform:Depressions on terraces, drainageways on terraces Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Unnamed, loamy substratum Percent of map unit:1 percent 29A—Agawam fine sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2tyqw Custom Soil Resource Report 15 Elevation: 0 to 1,040 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 Agawam and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Agawam Setting Landform:Outwash plains, kame terraces, kames, moraines, outwash terraces Landform position (two-dimensional):Backslope, shoulder, footslope, summit Landform position (three-dimensional):Side slope, crest, tread, riser, rise, dip Down-slope shape:Convex Across-slope shape:Convex Parent material:Coarse-loamy eolian deposits over sandy and gravelly glaciofluvial deposits derived from gneiss, granite, schist, and/or phyllite Typical profile Ap - 0 to 11 inches: fine sandy loam Bw1 - 11 to 16 inches: fine sandy loam Bw2 - 16 to 26 inches: fine sandy loam 2C1 - 26 to 39 inches: loamy fine sand 2C2 - 39 to 55 inches: loamy fine sand 2C3 - 55 to 65 inches: loamy sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:15 to 35 inches to strongly contrasting textural stratification Drainage class: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:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water capacity:Low (about 3.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: B Ecological site: F145XY008MA - Dry Outwash Hydric soil rating: No Minor Components Ninigret Percent of map unit:5 percent Landform:Terraces Down-slope shape:Linear Custom Soil Resource Report 16 Across-slope shape:Concave Hydric soil rating: No Windsor Percent of map unit:4 percent Landform:Outwash plains, outwash terraces, deltas, dunes Landform position (three-dimensional):Tread, riser Down-slope shape:Linear, convex Across-slope shape:Linear, convex Hydric soil rating: No Walpole Percent of map unit:3 percent Landform:Outwash plains, depressions, outwash terraces, depressions, deltas Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Tread, dip, talf Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Hinckley Percent of map unit:3 percent Landform:Outwash plains, eskers, kames, deltas Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Nose slope, side slope, crest, head slope, rise Down-slope shape:Convex Across-slope shape:Linear, convex Hydric soil rating: No 29B—Agawam fine sandy loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2tyqx Elevation: 0 to 820 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 Agawam and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Agawam Setting Landform:Moraines, outwash terraces, kame terraces, kames, outwash plains Landform position (two-dimensional):Backslope, shoulder, footslope, summit Landform position (three-dimensional):Side slope, crest, tread, riser, rise, dip Custom Soil Resource Report 17 Down-slope shape:Convex Across-slope shape:Convex Parent material:Coarse-loamy eolian deposits over sandy and gravelly glaciofluvial deposits derived from gneiss, granite, schist, and/or phyllite Typical profile Ap - 0 to 11 inches: fine sandy loam Bw1 - 11 to 16 inches: fine sandy loam Bw2 - 16 to 26 inches: fine sandy loam 2C1 - 26 to 45 inches: loamy fine sand 2C2 - 45 to 55 inches: loamy fine sand 2C3 - 55 to 65 inches: loamy sand Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:15 to 35 inches to strongly contrasting textural stratification Drainage class: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:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water capacity:Low (about 3.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: B Ecological site: F145XY008MA - Dry Outwash Hydric soil rating: No Minor Components Sudbury Percent of map unit:5 percent Landform:Terraces, deltas, outwash plains Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread, dip Down-slope shape:Concave Across-slope shape:Linear Hydric soil rating: No Hinckley Percent of map unit:5 percent Landform:Deltas, outwash plains, eskers, kames Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, rise Down-slope shape:Convex Across-slope shape:Convex, linear Hydric soil rating: No Merrimac Percent of map unit:3 percent Custom Soil Resource Report 18 Landform:Kames, eskers, moraines, outwash terraces, outwash plains Landform position (two-dimensional):Backslope, footslope, shoulder, summit Landform position (three-dimensional):Side slope, crest, riser, tread Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Windsor Percent of map unit:2 percent Landform:Deltas, outwash plains, dunes, outwash terraces Landform position (three-dimensional):Riser, tread Down-slope shape:Linear, convex Across-slope shape:Linear, convex Hydric soil rating: No 36B—Windsor loamy sand, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2svkf Elevation: 0 to 1,210 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Windsor, loamy sand, and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Windsor, Loamy Sand Setting Landform:Outwash terraces, deltas, outwash plains, dunes Landform position (three-dimensional):Tread, riser Down-slope shape:Linear, convex Across-slope shape:Linear, convex Parent material:Loose sandy glaciofluvial deposits derived from granite and/or loose sandy glaciofluvial deposits derived from schist and/or loose sandy glaciofluvial deposits derived from gneiss Typical profile O - 0 to 1 inches: moderately decomposed plant material A - 1 to 3 inches: loamy sand Bw - 3 to 25 inches: loamy sand C - 25 to 65 inches: sand Properties and qualities Slope:3 to 8 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Custom Soil Resource Report 19 Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water capacity:Low (about 4.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Ecological site: F144AY022MA - Dry Outwash Hydric soil rating: No Minor Components Hinckley, loamy sand Percent of map unit:10 percent Landform:Eskers, kames, deltas, outwash plains Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Nose slope, side slope, crest, head slope, rise Down-slope shape:Convex Across-slope shape:Convex, linear Hydric soil rating: No Deerfield, loamy sand Percent of map unit:5 percent Landform:Outwash plains, terraces, deltas Landform position (two-dimensional):Footslope Landform position (three-dimensional):Tread, talf Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No 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 Custom Soil Resource Report 20 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 capacity: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 Minor Components Penwood Percent of map unit:5 percent Landform:Outwash plains, terraces Down-slope shape:Convex 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 Hartford Percent of map unit:5 percent Landform:Outwash plains, terraces Down-slope shape:Linear Across-slope shape:Linear Hydric soil rating: No Custom Soil Resource Report 21 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:Terraces, depressions, drainageways Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes 306—Udorthents-Urban land complex Map Unit Setting National map unit symbol: 9lmg Elevation: 0 to 2,000 feet Mean annual precipitation: 43 to 56 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 120 to 185 days Farmland classification: Not prime farmland Map Unit Composition Udorthents and similar soils:50 percent Urban land:35 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Udorthents Setting Down-slope shape:Convex Across-slope shape:Linear Parent material:Drift Typical profile A - 0 to 5 inches: loam C1 - 5 to 21 inches: gravelly loam C2 - 21 to 80 inches: very gravelly sandy loam Properties and qualities Slope:0 to 25 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Very low to high (0.00 to 1.98 in/hr) Depth to water table:About 54 to 72 inches Custom Soil Resource Report 22 Frequency of flooding:None Frequency of ponding:None Available water capacity:Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: B Hydric soil rating: No Description of Urban Land Typical profile H - 0 to 6 inches: material Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydrologic Soil Group: D Hydric soil rating: Unranked Minor Components Unnamed, undisturbed soils Percent of map unit:8 percent Hydric soil rating: No Udorthents, wet substratum Percent of map unit:5 percent Down-slope shape:Convex Across-slope shape:Linear Hydric soil rating: No Rock outcrop Percent of map unit:2 percent Hydric soil rating: No 307—Urban land Map Unit Setting National map unit symbol: 9lmh Elevation: 0 to 2,000 feet Mean annual precipitation: 43 to 56 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 120 to 185 days Farmland classification: Not prime farmland Map Unit Composition Urban land:80 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Custom Soil Resource Report 23 Description of Urban Land Typical profile H - 0 to 6 inches: material Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydrologic Soil Group: D Hydric soil rating: Unranked Minor Components Unnamed, undisturbed soils Percent of map unit:10 percent Hydric soil rating: No Udorthents, wet substratum Percent of map unit:10 percent Down-slope shape:Convex Across-slope shape:Linear Hydric soil rating: No 701A—Ninigret fine sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2y07d Elevation: 0 to 1,260 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Ninigret and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ninigret Setting Landform: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 Parent material:Coarse-loamy eolian deposits over sandy and gravelly glaciofluvial deposits derived from gneiss, granite, schist, and/or phyllite Typical profile Ap - 0 to 8 inches: fine sandy loam Custom Soil Resource Report 24 Bw1 - 8 to 16 inches: fine sandy loam Bw2 - 16 to 26 inches: fine sandy loam 2C - 26 to 65 inches: stratified loamy sand to loamy fine sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:18 to 38 inches to strongly contrasting textural stratification Drainage class:Moderately well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.14 to 14.17 in/hr) Depth to water table:About 17 to 39 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water capacity:Low (about 3.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C Ecological site: F144AY026CT - Moist Silty Outwash Hydric soil rating: No Minor Components Merrimac Percent of map unit:5 percent Landform:Moraines, kames, eskers, outwash terraces, outwash plains Landform position (two-dimensional):Shoulder, summit 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:Moraines, outwash terraces, outwash plains, kame terraces, kames Landform position (two-dimensional):Shoulder, summit Landform position (three-dimensional):Side slope, crest, tread Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Tisbury Percent of map unit:3 percent Landform:Outwash terraces, outwash plains, deltas, valley trains Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: No Raypol Percent of map unit:2 percent Landform:Depressions, drainageways Down-slope shape:Concave Custom Soil Resource Report 25 Across-slope shape:Concave Hydric soil rating: Yes 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 18 to 30 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water capacity:Low (about 4.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Custom Soil Resource Report 26 Hydrologic Soil Group: C Ecological site: F144AY026CT - Moist Silty Outwash Hydric soil rating: No Minor Components Merrimac Percent of map unit:5 percent Landform:Moraines, outwash terraces, outwash plains, kames, eskers Landform position (two-dimensional):Shoulder, summit 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:Outwash terraces, outwash plains, kame terraces, kames, moraines Landform position (two-dimensional):Summit, shoulder Landform position (three-dimensional):Side slope, crest, tread Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No 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 Custom Soil Resource Report 27 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: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 capacity: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:Valley trains, outwash terraces, outwash plains, deltas Landform position (three-dimensional):Tread Down-slope shape:Concave Custom Soil Resource Report 28 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):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 Custom Soil Resource Report 29 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 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 capacity: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:Drainageways, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Custom Soil Resource Report 30 W—Water Map Unit Composition Water:100 percent Estimates are based on observations, descriptions, and transects of the mapunit. Custom Soil Resource Report 31 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. 32 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 33 34 Custom Soil Resource Report Map—Hydrologic Soil Group 463360046337004633800463390046340004634100463360046337004633800463390046340004634100697700 697800 697900 698000 698100 698200 698300 698400 698500 698600 697700 697800 697900 698000 698100 698200 698300 698400 698500 698600 41° 50' 4'' N 72° 37' 11'' W41° 50' 4'' N72° 36' 28'' W41° 49' 43'' N 72° 37' 11'' W41° 49' 43'' N 72° 36' 28'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 200 400 800 1200 Feet 0 50 100 200 300 Meters Map Scale: 1:4,500 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: State of Connecticut Survey Area Data: Version 20, Jun 9, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 15, 2019—Oct 24, 2019 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 35 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 12 Raypol silt loam C/D 18.1 21.0% 29A Agawam fine sandy loam, 0 to 3 percent slopes B 10.7 12.4% 29B Agawam fine sandy loam, 3 to 8 percent slopes B 8.3 9.7% 36B Windsor loamy sand, 3 to 8 percent slopes A 1.5 1.8% 37E Manchester gravelly sandy loam, 15 to 45 percent slopes A 3.8 4.4% 306 Udorthents-Urban land complex B 7.8 9.1% 307 Urban land D 4.5 5.2% 701A Ninigret fine sandy loam, 0 to 3 percent slopes C 0.0 0.0% 702A Tisbury silt loam, 0 to 3 percent slopes C 7.4 8.5% 704A Enfield silt loam, 0 to 3 percent slopes B 20.5 23.8% 704B Enfield silt loam, 3 to 8 percent slopes B 2.7 3.1% W Water 0.8 1.0% Totals for Area of Interest 86.1 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 36 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 37 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 38 APPENDIX D Soil Testing Result G:\jobs\4512\Engineering\Stormwater\Soils Testing\4512 - Test Pit Logs.docx P.O. BOX 1167 21 JEFFREY DRIVE SOUTH WINDSOR, CT 06074 PHONE: 860.291.8755 FAX: 860.291.8757 www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / LAND SURVEYORS / PLANNERS / LANDSCAPE ARCHITECTS Serving Connecticut, Massachusetts, & Rhode Island DPI Project #4512 Site Plan Modification 1060 Main Street South Windsor CT 06074 DEEP TEST PIT RESULTS The following deep test pits were witnessed by Daniel Jameson, P.E., of Design Professionals, Inc. on 2/25/21. TEST PIT #1 0” – 12” TOPSOIL 12” – 96” TAN MED-FINE SANDY LOAM GROUND WATER SEEPAGE @ 90”, NO MOTTLING, STABLE TRENCH TEST PIT #2 0” – 12” TOPSOIL 12” – 60” TAN MED-FINE SANDY LOAM 60” – 90” TAN MED-FINE SANDY LOAM (COMPACT & DAMP) GROUND WATER SEEPAGE @ 90”, NO MOTTLING, STABLE TRENCH TEST PIT #3 0” – 11” TOPSOIL 11” – 96” TAN MED-FINE SANDY LOAM NO MOTTLING, STABLE TRENCH 1060 Main Street Percolation Test Results May 18, 2021 21 Jeffrey Drive - South Windsor, CT (860) 291- 8755 www.designprofessionalsinc.com 48" 14.4" Pre Soak 12:04:00 PM (Dry Before 1:58 PM) 11:13 AM 0.00 0.00 0.00 11:14 AM 0.0007 1.00 0.27 3.24 11:15 AM 0.0014 2.00 0.70 8.40 11:16 AM 0.0021 3.00 1.00 12.00 4.1160 in/min 0.24 min/in 2/25/2021 Test Performed By Daniel Jameson, P.E. DAYS MINS DEPTH (ft) Bottom Of Hole Pre-Soak Depth Test Start (Dry) TIME DEPTH (in) y = 4.116x - 0.264 R² = 0.9925 -2.00 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 0.00 1.00 2.00 3.00 4.00INCHES TIME (MIN) Series1 Linear (Series1) APPENDIX E Water Quality Calculations P1 P1 P2 P2 P3 P3 P5 P5 (Proposed E5) P6 P6 P7 P7 Routing Diagram for 4512 - HydroCAD Prepared by Design Professionals, Inc. , Printed 5/11/2021 HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Conditions 4512 - HydroCAD Printed 5/11/2021Prepared by Design Professionals, Inc. Page 2HydroCAD® 10.00-25 s/n 09320 © 2019 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 1.961 61 >75% Grass cover, Good, HSG B (P1, P2, P3, P5, P6, P7) 0.475 74 >75% Grass cover, Good, HSG C (P1, P2, P6) 2.023 98 IMPERVIOUS (P1, P2, P3, P5, P6, P7) 0.336 55 Woods, Good, HSG B (P1, P3, P7) 0.020 70 Woods, Good, HSG C (P1) 4.815 77 TOTAL AREA 1060 Main Street – DPI Project No.:4512 May 18, 2021 Water Quality Volume Calculations Per 2004 Connecticut Stormwater Quality Manual, Section 7.4.1: Areas for Calculation: Development Areas (Excluding Roofs) P1 - P7 (Excluding P4) Development Areas Impervious 2.023 Pervious 2.792 Total Area 4.815 % Impervious 42.01% Water Quality Volume (WQV) = (1”)(R)(A)/12, where: R = unitless volumetric runoff coefficient = 0.05 + 0.009(I), where: I = percent impervious cover of drainage area = 42.01% R = 0.05 + 0.009(I) R = 0.05 + 0.009(42.01) R = 0.428 A = drainage area in acres = 4.815 acres WQV = (1”)(R)(A acres)/12 inches per foot WQV = (1”)(0.428)(4.815 acres)/12 inches per foot WQV = 0.172 acre-feet required = 7492.32 cft Proposed BMP Proposed stilling basins 1 and 2 will provide 4,055 cft and 4,176 cft below Elev. 35 respectively. The total combined basin area will provide more over 100% of the determined water quality volume for the site as recommended by the 2004 Connecticut Stormwater Quality Manual. Stage storage report for both basins is included on pages 76 and 77 of the proposed condition HydroCAD report, included in Appendix B of this report. APPENDIX F Drainage Area Maps ©···esignrofessionals ©···esignrofessionals CIVIL & TRAFFIC ENGINEERS I LAND SURVEYORS I PLANNERS 5ernng eonnecticut, Massachusetts, t Rhode 151and Traffic Statement 1060 Main Street Elderly Housing 1060 Main Street South Windsor, Connecticut Prepared For: Up Realty, LLC DPI Project Number 4512 June 1, 2021 Introduction P.O. BOX 1167 21 JEFFREY DRIVE SOUTH WINDSOR, Cr 06074 PHONE: 860.291.8755 FAX: 860.291.8757 www.designprofessionalsinc.com LANDSCAPE ARCHITECTS ,,%%I I I I II I It. Up Realty, LLC, is proposing a re -development of the existing building located at 1060 Main Street, South Windsor, Connecticut. The site is located between Governors Highway and Newberry Road on the property with GIS No. 54901060. The proposed development will include the conversion of the existing 31,495 SF building, to an Elderly Housing Apartment. Associated site improvements will include but not be limited to new drive aisles, parking areas, sidewalks, landscaping, lighting, and stormwater management BMP's. The 13.10-acre property can be classified as semi developed, semi undeveloped land. 3.03 acres of this area is proposed to be disturbed during construction. The proposed site plan shows a new sidewalk, coming from the proposed building reaching out to Main street. The driveway is not changing with its connection to Main street although there will be a new driveway path behind the building, encircling the building. Refer to site plans entitled "1060 Main Street — Site Plan Modification & Special Exception" dated June 1, 2021, as amended, prepared by Design Professionals Inc., submitted separately, for more information regarding the proposed development. 1060 Main Street Elderly Housing — DPI #4512 Traffic Statement Existing Traffic The traffic number generated from Institute of Transportation Engineers (ITE) Trip Generation Manual 9th Edition. The manual provides Average and Fitted Curve trip generation estimates based on case studies for Nursing Homes (ITE Land Use Code 620). The trip values were calculated using the number of beds inside the nursing home. A trip is defined by ITE as "a single or one - direction vehicle movement with either the origin or the destination (exiting or entering) inside a study site." Results are as followed: Existing (Nursing Home) AM Peak Hour Weekday Trips Entering: 8 Trips Exiting: 4 Trips Total = 12 Trips PM Peak Hour Weekday Trips Entering: 9 Trips Exiting: 13 Trips Total = 22 Trips Refer to Appendix A for existing conditions ITE trip generation calculations. Proposed Site Generated Traffic The traffic number generated from Institute of Transportation Engineers (ITE) Trip Generation Manual 9t i Edition. The manual provides Average and Fitted Curve trip generation estimates based on case studies for Senior Attached Housing (ITE Land Use Code 252). Trip values were determined from the number of dwelling units. Results are as followed: Proposed (Senior Adult Housing) AM Peak Hour Weekday Trips Entering: 7 Trips Exiting. 9 Trips Total = 16 Trips PM Peak Hour Weekday Trips Entering: 7 Trips Exiting: 6 Trips Total = 13 Trips Refer to Appendix B for proposed conditions ITE trip generation calculations. Discussion As shown by the calculations, morning peak hour trips are expected to increase by about 4 trips/hour. Evening peak hour trips are expected to decrease in the afternoon by 9 trips/hour. Although an increase of 4 trips is expected in the morning peak hour, this will amount to an average of 1 additional car every 15 minutes. It is anticipated that this small increase in expected trips during the morning peak hour will not have an adverse effect to the adjacent roadway network. G:Vobs\45121Engineeringjmffic\4512 Traffic Statemenbdocx 1060 Main Street Elderly Housing — DPI #4512 Traffic Statement Sight Distance The field observed sight distances at the proposed entrance drive are as follows: 1060 Main Street Entrance Looking North: 390 ft + (sight line to Governors Highway) Looking South: 390 ft Sight lines were found to be consistent with recommended minimum sight distances published in the CT DOT 2003 Edition Highway Design Manual. For a road that is 35 mph it is recommended that a minimum of 390 feet of site distance be provided. Field observed sight observations indicated that this was achieved looking both north and south from the site's entrance drive. Crash Data A search was conducted in the UCONN Crash Data Repository for incidents in the vicinity of the subject site. The study area focused on the section of Main Street between Governors Highway and Newberry Road (mile marker 1.7+ to 2.2+). The property roughly sits at mile marker 2.0. From 2010-2014 there was one reported accident at mile marker 1.78 with no reported injuries. This accident involved a passenger car during clear conditions, hitting a fixed object. From January 1, 2018 to April 20, 2021 there have been 2 other reported accidents at mile markers 1.79 and 2.03. No injuries were reported for either. One of the two accidents occurred in front of our property on January 30, 2019. This accident involved a 55-year-old person who slid off the road, during snowy conditions and hit a traffic sign. The second accident, on September 10, 2018, involved a 41-year- old person who slid off the road during wet conditions and collided with a light pole. In both circumstances the driver was found to be intoxicated. All 3 accidents in scope did not involve car - to -car collisions. Refer to Appendix C for UCONN Crash Data. Conclusion: The proposed development as discussed herein and shown on the referenced plans should not pose any detrimental impacts to the adjacent roadway network. Additionally, with adequate sight distance provided for the proposed development and negligible crash data within the last five years, no major safety concerns are expected as a result of this proposed development. G:\J.W4512\Englneering\Traffic\4512 Traffic Statement.docx 1060 Main Street Elderly Housing — DPI #4512 Traffic Statement APPENDIX A ITE Existing Trip Generation Estimates • G:\jobs\4512\Engineering\Tmfflc\4512 Traffic Statement.docx es ce , Nursing Home (620) Average Vehicle Trip Ends vs: Beds On a: Weekday, A.M. Peak Hour of Generator Number of Studies: 4 Average Number of Beds: 171 Directional Distribution: 69%enterina.31% Trip Generation per Bed Average Rate Range of Rates Standard Deviation E= 0.20 0.06 - 0.30 0.46 uata Plot ana 100 so e0 y 70 'O C W a a0 m U 50 d rn of 40 Q II ~ 30 20 10 Caution - use Carefully - small sample size 58 beds".2 average rate=12 trips 69% entering=8 31 % exiting=4 .................................. ... ................. .. .. -�.'�..........� {............. ..... ...... ...,..1..._....... .,......../_.:.:......... ......... .. ...1 Ot 0 100 200 X = Number of Beds X Actual Date Pointe Fitted Curve ------ Average Rate Fitted Curve Equation: T a 0.29(X) - 15.57 R2 = 0.66 300 Trip Generation, 9th Edition • Institute of Transportation Engineers 1225 Nursing Home (620) Average Vehicle Trip Ends vs: Beds On a: Weekday, P.M. Peak Hour of Generator Number of Studies: 8 Average Number of Beds: 116 Directional Distribution: 40% entering, 60% exiting rip ueneration per Ilea Average Rate Range of Rates Standard Deviation 0.37 0.21 - 0.51 _�. 0.62 v Uaia Ylw ana t"�� 1t i° 4 13 12 11 10 91 EII 71 6( 6( 4( 3C 2C 10 ................ ........... 58 beds`.37 averate rate=22 trips .......... ... ... .. ... _....... .. 40% entering=9 _ ..:. . 60%exiting=13 . _...... ........ ....... ......... X . ...................... 0 100 200 300 X - Number of Beds X Actual Date Paints Pined Curve ------ Average Rate Fitted Curve Equation: T = 0.56(X) - 22.53 R2. 0.95 1226 Trip Generation, 9th Edition • InslRute of Transportation Engineers 1060 Main Street Elderly Housing — DPI #4512 Traffic Statement APPENDIX B ITE Proposed Trip Generation Estimates G:\lobs\4512\Engineeringjmffic\4512 Ttaffic Slatement.docz ee;f . Senior Adult Housing - Attached r9g9� Average Vehicle Trip Ends vs: Dwelling Units On a: Weekday, A.M. Peak Hour of Generator Number of Studies: 8 Avg. Number of Dwelling Units: 80 Directional Distribution: 46% entering, 54% Averaae Rate Ranae of Rates Standard Deviation ata riot ana x e^(.84'In(37 units)-.30)=16 trips _; . _ . ; .. _ .:.. _... ;.... 46 /e entering = 7 54% exiting = 9 X = Number of Dwelling Units X Actual Dale Points. Filled Curve ----- Average Rate Fitted Curve Eauation: Ln(T) = 0.84 Ln(X) - 0.30 R2 = 0.70 Trip Generation, 9th Edition • Institute of Transportation Engineers Senior Adult Housing - Attached (252) Average Vehicle Trip Ends vs: Dwelling Units On a: Weekday, P.M. Peak Hour of Generator Number of Studies: 7 Avg. Number of Dwelling Units: 75 Directional Distribution: 55% entering, 45% exiting rip Generation per Dwelling Unit Average Rate _ Range of Rates Standard Deviation 0.35 0.24 - 0.53 0.60 uata Plot and r� 80 70 60 20 10 n .35 average rate37 units=13 trips 55% entering=7 45%exiting=6 20 30 40 50 60 70 80 90 100 110 120 130 140 150 X = Number of Dwelling Units X Aclual Data Points - Fitted Curve ------ Average Rate Fitted Curve Equation: Ln(T) = 0.99 Ln(X) -1.11 R2 = 0.82 Tdp Generation, 9th Edition -• Institute of Transportation Engineers 493 1060 Main Street Elderly Housing — DPI #4512 Traffic Statement APPENDIX C UCONN Crash Data e 0:1J.W4512\EngineefingJaRic�4512 Traffic Statement.docz J[nl CAST Dashboards: 2010 - 2014 The Collision Analysis Summary Tables (CAST) is a summary dashboard where the crash data can be filtered to the road, town, crash severity, or time period of interest and explored along a variety of aspects, including but not limited to crash locations, time and date of crashes, vehicle types, demographics of persons involved, and driver distraction. -i Report Ct -.I Connecticut Crash Summary Tables Queries Selected:-oarn'So.lth Uresor,. Date: YearAll a' 1. 1201C to I jl _>14 ae.e-r,..-. � ,e Cla s=_'4 cad A 1, 4r le Ma,ker- t.-:o Z2 This page incorporates dynamic filtering on the tables and mile marker bar Top 10 Roads for Crashes graph. By selecting a record. the other figures will be filtered by that selection Any selections made on this page will not be reflected anywhere else in the report. Please Note. The Latitude and Longitude data for crashes was automatically added to the crash records based upon the address long after the crash data was Initially recorded They do not necessarily show the actual crash location. so Crash Locations (Limited to the 10.000 most recent crashesl Fez N?l Yxrtcx : 9p-n5tr_-t\lap CAST Dashboards: 2010 - 2014 The Collision Analysis Summary Tables (CAST) is a summary dashboard where the crash data can be filtered to the road, town, crash severity, or time period of Interest and explored along a variety of aspects, including but not limited to crash locations, time and date of crashes, vehicle types, demographics of persons Involved, and driver distraction. - Repc r Connecticut Crash Summary Tables Queries Selected: oar;.3o,tn§Yirdscr Date! fea•-,All v i 112010to 123Y20141. Seve�ity;;41i. Rorie Class',A] Road Numoe-W1 Rrle htat:e�s 1 7:o:2 Injury Status of Crashes too Apparent lnfune a (0) I Injuries per Crash Fatalities per Crash Irluroa per Crean C 0 Irumtef of Crashes I i4Y V, or Total f aialtoen per craan 1,- 0' a Cm,h 4 ,,q No epp3rent Infunee la} Grano Total a Num cor or croons, NuTtaror %of Total Crashes I n:y Inr.[Oe. 1601 Toal Grand Total I niA' illb tf. Grand Total I Gui li�i 9R AMUCC.html CAST Dashboards: Last 3 years The Collision Analysis Summary Tables (CAST) is a summary dashboard where the crash data can be filtered to the road, town, crash severity, or time period of interest and explored along a variety of aspects, including but not limited to crash locations, time and date of crashes, vehicle types, demographics of persons involved, and driver distraction. :ollision Analysis Safety Tables u r1 Y Oueries Selected: Tern. Scu.'h halsor Late Yaar M C f t 'C15 6: 3° a' f � Sera:, 4 F,,,ta asa bnwr,--n ^:Ervae a F GGu ne ,., e =oz LOta FCa] Name All r: ;a. Ida'eers l to 2 2 This page incorporates dynamic filtering on the tables and mile marker bar graph Top 10 Routes for Crashes By selecting a record. the other figures hill be filtered by that selection Any selections made on this page will not be reflected anywhere else in the report. Please Mote. The localion and route number are both drawn directly from the crash reports and have not been checked for entirely errors These may not direclly MAIN sT In south wxnasur correspond and are not guaranteed to be accurate. Crash Locations (limited to the 10,000 most recent crashes) f N?1llapbcr :'CFenStrea<4 ep -MMUCC.html CAST Dashboards: Last 3 years The Collision Analysis Summary Tables (CAST) Is a summary dashboard where the crash data can be filtered to the road, town, crash severity, or time period of Interest and explored along a variety of aspects, including but not limited to crash locations, time and date of crashes, vehicle types, demographics of persons involved, and driver distraction. Report Collision Analysis Safety Tables Queries Selected: T>,, n Saoln Wnaa-,. 03:e ',ea, ANc 1 7 7615 rc 41) 6,1 4" =11.- Cris'- Unk':.%M CJSROV7- ina 21no'a ;Oild Numt— All Loca F -31 All V i 7:o 'S Condition at the Time of the Crash 2 Under the InNumnee Men Grand TOM cordit,cf, at t1ple of CrA &h igrdupl Una&r the InpaenCe Omho Total e " 1) 1 4- 0 b I e < CAST Dashboards: Last 3 years The Collision Analysis Summary Tables (CAST) is a summary dashboard where the crash data can be filtered to the road, town, crash severity, or time period of Interest and explored along a variety of aspects, Including but not limited to crash locations, time and date of crashes, vehicle types, demographics of persons involved, and driver distraction. Scar:h:> ;, 3 Tab[eofCoivejicr Report Collision Analysis Safety Tables Queries Selected; T:vn South ffrj,or [a:e 4't:' T 'Bzz U-nMoem. Weavers US Rovre and 2 m% Joao Nun-;:- All Loos RZP: Narre All V a V 9 -tiers I '!o 2 Traffic Surface Conditions Grano TOM Weather conditions Grano Total Light Conditions 2013 2015 Grand Total a CAST Dashboards: Last 3 years The Collision Analysis Summary Tables (CAST) Is a summary dashboard where the crash data can be filtered to the road, town, crash severity, or time period of Interest and explored along a variety of aspects, including but not limited to crash locations, time and date of crashes, vehicle types, demographics of persons Involved, and driver distraction. Sesn:h Criteria Table of Contents ,Report ;ollision Analysis Safety Tables Oueries Selected: Tenn c,c;n Mn6sar Gate Yes, AN ,I 1 ^Cft to 4?i'2G2r�. 5el se :y .A,V ?cute Case Unkrc in Intera:are US Route and 2 more ?dad Numc'er All Loos Rcaj Narr_ All V S Marr:ers 1 1710 22 These figures display crash -level data only and provide the totals for crashes involving an injury of that type. Injury Status of Crashes crash Severity Craehes IN or Gil Crashes No Apparent injuries loy Ito Apparent Injuries (0) Grand Total .. Injuries per Crash Fatalities per Crash t 5 e Injuries per Crash Crashes %Ct All Crashes ratPihes per Craeh Grand Total .... .._ C Grand Total z e Cresraa %01+11 Crashes . 11 .".t PLANNING BEPAHTM ENT JulV 28.2025 1060 Main LLC 61 9 Eastern Parkway Brooklyn,NY 11213 To Whom It May Concern: Re:Appl.21-31P,1060 Main Street Elderly Housing I am pleased to advise you that the South Windsor Planning and Zoning Commission.at its Regular Meeting on July 22.2025.voted to release the following bonds: Appl.21-31P 1060 Main Street Stormwater Bond in the amount of $5,000 reduced by $5,000 to leave a balance of -O-. Appl.21-31P 1060 Main Street Erosion and Sedimentation Bond in the amount of $5.000 reduced by $5.000 to leave a balance of -0-. A check will be mailed to you from the Town ofSouth Windsor.If you have any further questions,contact the Planning Department at 860—644—251 l.ext‘2253.Thank you. Verv trulv vours. Kevin Foley.Vice Chairman PLANNING &ZONING COMMISSION KF/js cc:Town Engineer 154D Sullivan Avenue,South Windsnr,ET 06074 i Tel (EEG)544-2511 Ext 2329 i Planning@SuuthWindsar’CTgnv Appl #21-31P, 1060 Main Street Elderly Housing Public Hearing, 7-27-21 Planning Department Report 1. Request from 1060 Main LLC and Housing Authority of the TOSW for a special exception to table 3.1.1A, Section 7.7 and site plan of development for the redevelopment of the existing 31,495 sf facility into 37 elderly apartment units, to be known as 1060 Main Street Elderly Housing, on property located at 1060 Main Street, A-40 zone 2. This application is a joint application between 1060 Main LLC and the South Windsor Housing Authority, as required Section 7.7. The purpose of this regulation is to provide housing particularly suited to the needs of the elderly citizens. Housing must be located in reasonable proximity to such shopping and services as are required by elderly persons and the development is to be designed to provide a pleasant environment for habitation. Also, the use must be in conformity with the general framework and intent of the Town Plan of Conservation and Development. Section 7.7 Housing for the Elderly - regulation currently permits a total of 500 units of senior housing to be built. The Town currently owns 70 units and 356 other elderly units have been built. Currently there are 74 units left under this regulation. With the addition of these 37 units, there will 36 units remaining to be approved. 3. The zoning requirements include: Proposed building height is 19 feet; 30 feet allowed. The site size 13+ acres, minimum lot size required is 2 acres. Minimum required frontage is 200 feet, this suite has 272 feet provided on Main Street. Impervious coverage proposed is 25.3%; 40% allowed. 4. The unit breakdown includes: 21 one-bedroom units ranging in size from 569 sf- 799sf; 16 two-bedroom units ranging in size form 870 sf-1201 sf. Amenities will include a community room, with a small kitchen to host small gatherings. There will also be a courtyard available for residents to access from their units. 5. Special Exception criteria include:  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. 1  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 area. The Commission may impose additional conditions in accordance with these regulations in order to ensure that all applicable criteria enumerated above and/or within a particular use category are satisfied. 6. The current Town Plan of Conservation and Development supports uses that will maintain the current character of Main Street. The Residential section also encourages the development of additional affordable housing in town. 7. Minimum parking required is 1 space per unit plus1 space per employee. The applicant is providing 78 spaces for 37 units including 8 accessible spaces. To comply with the EV charging regulations, 3 spaces are proposed as EV installed Ready Level 2 spaces and an additional 5 spaces will be EV-Ready for future use. 8. The development will be serviced by a single access drive off of Main Street with a sidewalk connection being added to the site. Pedestrian access via bituminous sidewalks has been provided throughout the site. All lighting on site will be full cut-off fixtures with low lighting levels around the perimeter of the building and parking areas. 9. A 25-foot buffer is required along the southern, northern and eastern sides of the property. The buffer is shown as 25 feet on the plans from the single family houses/properties to the west. 10. The site contains a small area of regulated wetlands. The applicant received IWA/CC approval on 7/21/21 with recommendation of a bond in the amount of $5,000 to ensure compliance with the erosion and sedimentation plans and $5,000 for the establishment of the storm water structures. 11. Public water and sewer are provided. Water Pollution Control Authority approval is required. 12. We have requested information from the Human Services Department about impact on services provided to senior citizens. Based on previous developments, Andrea Cofrancesco, Director of Human Services, has indicated she does not feel that we see much of an increase in transportation needs or senior services needs as it is relatively small development. If this application is approved, the Planning Dept has no requested modifications 2