Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
App 17-38P Evergreen Crossing
TOWN OF SOUTH WINDSOR PLANNING &ZONING COMMISSION w .w y APPLICATION FORM � ��"°�'��am Altplic:anon Nurrilx:r: ._.17— -` P SEP 2 9 1037 Official Receipt- Date: M-o nis Applicatiou f#: 6,0 7f435I S0UII4VVItvDS� PLA ivINGDE4�7. AP]'I,ICAN',:'; - Garnet-on General ContractorsLt _ D3d 3 I'RO,flY 'I' NAM1;:,_. -Evergreen Crossing Retirarnent Cotrtmuiait�r ('ON41'T,P."I`l+. LOCATION OF'PROI-IERTI': Unit 3, unit 4 and Unit 8, Herrilock Ave and Bucldand €id�S.Windsor CT OWNER OF RECORI) ON LAND RFCOM)S; Evergreen Walk, LLC a Connecticut limited liabili!y_company � -- C)V4'Ntr1R A:DDRES5. 1109 Rose Lane, Virginia Beach Virginia 23451 (31, 1>IN ft 153O0151 ZONE Buckland Gateway Development NAM.K,ADDRESS, TE1.)4,P1lONE n, EMAIL ADDhhtiS OF IDERSON TO WIIOM INQUIXIKS SHOULD BE IJIRECTh.D Mark Grocki, PE - VHB 100 Great Meadow Rd, Suite 200, Wethersfield, CT 06109 - ------------- __. __ _ —_-- mgrocki@vhb.com G F D: °7073'6 4 Fstfinawd presentation tinie: THIS APPLICATION IS 1?012: ((1—aeck all that: apply): ❑ Zone Change to _ (F'ul,li(; Tlcaring and t_:erdficate of Mailing Rc:;quired) Open Space: Subdivisiorn-/Itesubdivision (Public Hearing and Certificate of Mttiliiig 12equired) S-ubdivision Minor ❑ N14jor ❑ I2esobdivi iota (Public IIea.rirtg Required) �] Minor Ivlajor ❑ Conditional Subdivision aj] Special Exx(ei)tics t() Section 7.3 Assisted Living/Independent Living Facilities (XI `3iie. Plan ,af Dcveloprrwm- W New L1 'ModificationI3t-rilciirnp(s) Sd T+I- 183,682 $F Cicnt".r.al Plan of Develoltrnettr. F1 H:,irth Filling (Sec 7,6) and/or leard—i kctnoval (Sec. 7.16) (h bfic Hearing and Certificate of Mailing Required; F Regulation A c. drnent r ZoninT � S sion - Atl:rcn proposed arnencluient (Public Hering Required) _ � tbdi�i Ten-1pnrary arad Conditional Permit- (Public I-le wring Required) for �] Tc:rriponiry and Conditional Perrnif Rencwal.for. - ❑ Detached In }.aw A.partrrreni.or ❑ Accessory Apartrneni (Public I~iearin.g and Certificate of Mailing kcquircd) ❑ Major Home Occupation (Certificate of'Mailing h(xquired) for_ Otlrer (cxpl:<ain in c3(tt il) --._-------.--.----_._.__-- PLEASE NOTE. An Application Pending Sign is required to be posted on tW property for -all appiications ten (10) days prior to being Beard by the Commission, Ma cj rJ` I.LG �O W 42"Wwkou �(��cg %cL\W, Signature of Applicant of of rope rty C)txmcr Lewis . / Print Naive of Aphlictarit — Print Naive t5f Property Owner Revised t/�i)2.ot7 0 .z September 29, 2017 hbo Ref: 42263.00 Ms. Michele Lipe Director of Planning Planning Department 1540 Sullivan Ave South Windsor,CT 06074 Re: Evergreen Crossing Retirement Community Senior Independent Living Facility Unit 3, Unit 4, and Unit 8 Buckland Road South Windsor, CT TRANSMITTAL—Planning&Zoning Application Special Exception&Soil Erosion Control Dear Ms. Lipe, VHB, on behalf of our client and applicant, Cameron General Contractors, is pleased to submit the following information for the new proposed Senior Independent Living Facility located in the Evergreen Walk development in South Windsor, CT: 1. Two (2) copies of the P&Z Application 2. Two (2)copies of the P&Z Checklist 3. Three (3) copies if the Site Plans dated 9/27/2017 4. Two (2) copies of the Stormwater Management Report by VHB dated September, 2017 5. One (1)copy of the following: a. Abutters Notification Letter template b. List of Abutters c. GIS Map from South Windsor showing abutters limit 6. Two (2)copies of a preliminary sanitary sewer design memorandum 7. Four(4)copies of a Traffic Memorandum dated 9/28/2017 8. One (1) copy of the Unit 3 Parcel legal description and Property Description 9. Check No.326717 in the amount of$4190.00 for the P&Z Application fee 100 Great Meadow Road Engineers I Scientists I Planners I Designers Wethersfield,Connecticut 06109 P 860.807.4300 Uvhb\pro)\Wethemfield\42263.00\docs\Transmittals\Transmittal-2017-09-29-to P&ZA— F 860.3714570 Ms. Michele Ripe Director of Planning 00 Ref:42263.00 � j September 29,2017 Page 2 The proposed development includes the construction of a new independent living facility for senior citizens that totals approximately 68,400 SF footprint in size(multi-floor totaling 183,682 SF), new landscape improvements, parking fields and garages, utilities, and a stormwater management system. The development will be accessed primarily off of Hemlock Avenue at the south end of the site,with an additional connector road off of Evergreen Way at the north end of the site.The total site disturbance is approximately ±8-acres on the ±18-acre parcel of land.There are approximately ±7-acres of wetlands located on the site. The site accommodates a CT DEEP established 40ft non-encroachment buffer to the wetlands, but does encroach within the 80ft regulated activity buffer to the wetlands. An application is being submitted to the Inland Wetlands commission simultaneously with this application. Should you need any additional information, please do not hesitate to contact me.Thank you and I look forward to working with you on the success of this new project. Sincerely, Vanasse Hangen Brustlin, Inc. Mark Grocki, PE Senior Project Engineer mgrocki@vhb.com \\vhb\proj\Wethemfield\42263.00\dots\Transmittals\Transmitta1-2017-09-29-to P&Tdoa TOWN OF SOUTH WINDSOR CHECKLIST REQUIRED INFORMATION SITE PLANS APPLICANT Cameron General Contractors PROJECT NAME Evergreen Crossing Retirement Community This checklist must be signed by plan preparer (P.E./L.S.) declaring that all required information is provided. Items 1-7 are required for all applications; items 8-11 required where appropriate. Check mark for each item supplied. x 1. On each sheet for plans or maps, title block with the following information: x a. Name, address and telephone of applicant. x b. Name, address and telephone number of Land Surveyor or Professional Engineer. x c. Name of Development. 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. Building lines in accordance with zoning regulations. X d. Proposed buildings and other structures, including signs, outside lighting, and dumpsters (on concrete pad and screened). N/A 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. X 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. 2 X e. Present wooded area indicated by foliage lines. Any trees to be saved should be shown. X f. Existing and proposed contours shall be shown in not less than two-foot intervals, but in cases of relatively level land, the contours shall be one- foot intervals and spot elevations. X g . Regulated wetlands and 100-year floodplain or note that none are present. X h. Proposed storm drainage system, showing all catch basins, endwalls, manholes, lengths and sizes of pipes and elevations of structures. (Maximum distance between catch basins shall be 300 feet and minimum size of storm drain lines shall be 15 inches, within Town ROW.) If plan/profile sheet is provided all of this does not need to be shown. Only top of frame elevations and inverts of open discharge pipe shall be shown on this plan. X 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. 3 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. X 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. X 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. There is public sewer available.A Preliminary Sewer Design Memo is included with this Submission.We will coordinate directly with the WPCA.A septic system (i.e. individual sanitary sewage disposal system) is not proposed Mark Grocki, PE -VHB 9/27/2017 PLAN PREPARER (P.E./L.S.) DATE ••o` F C 01VN '�••. pf NT- i ,may 11 ' February 2002; Rev. 4-04 4 000 September 28, 2017 `�`0 hbt Ref: 42263.00 Water Pollution Control Authority Town Hall 1540 Sullivan Avenue South Windsor, CT 06074 Re: Evergreen Crossing Retirement Community South Windsor, CT Preliminary Sanitary Design Flow Memorandum To Whom it May Concern, VHB is pleased to submit the design flow calculations for the sanitary sewer system for the Evergreen Crossing Retirement Community located at Hemlock Avenue and Buckland Road in South Windsor, Connecticut. The proposed development includes the construction of an approximate ±68,400 SF Senior Independent Living Facility building with three (3) floors (totaling ±183,682 SF), supplementary landscaping improvements, parking fields and garages, retaining walls, a stormwater management system, sewer pump station, and utility improvements to support the use.The building will be fitted with an emergency generator for the entire site (building & pump station) in case of an emergency. In addition, pump station will be armed with a dual alarm system in case of failure or in need of repair (see pump station detail found on 'Site Details 1' sheet C-06 of the planset dated September 26, 2017). Sanitary sewer effluent is proposed to exit the building through an 8-inch PVC pipe at a ±1%slope where it is conveyed to a sewage pump station and valve chamber located at the southern end of the proposed development. From the pump station, the effluent will be pumped though a 4-inch force main, approximately 330ft, from an invert elevation of 89.60, to an existing sanitary sewer manhole within Hemlock Avenue at an outflow elevation of 113.3, roughly a 24ft elevation difference. The sewer flows for the proposed development have been estimated based on three sources:TR-16: Guides for the Design of Wastewater Treatment Works (Source 1), Estimated sanitary flows from a similar Independent Senior Living Facility located in South Portland, ME (Source 2, attached for 100 Great Meadow Road Engineers I Scientists I Planners I Designers Wethersfield,Connecticut 06109 P 860.807.4300 \\vhb\prof\\°Wethersfield\42263.00\docs\VARIOUS\Utilities\Sewer\Preliminary Sanitary Design F 860.372.4570 Flow Memorandum.docx Ref:42263.00 September 28, 2017 Page 2 hb reference), and Connecticut Public Health Code (Source 3). Calculations for approximate total daily flow and estimated flow in cubic feet per second are included within the tables below: Total Estimated Flow for Senior Independent Housing Source 1: TR-16: Guides for the Design of Wastewater Treatment Works Flow Units Bedrooms (gpd/capita) Total 64 1 70 4,480 62 2 70 1 8,680 4 3 70 840 Total 130 14,000 GPD Source 2: Flow's provided by Client for similar Senior Independent community in South Portland, Maine (see attached) Units Bedrooms Flow(gpd/unit) Total 64 1 75 4,800 62 2 75 9,300 4 3 75 900 Total 130 1 1 i 15,000 1 GPD Source 3: Connecticut Public Health Code: Standards for Subsurface Sewage Disposal Systems (Hospital/Rest Home/Convalescent Home/Residential Motel-Hotel) Units Bedrooms Flow(gpd/bed) Total 64 1 150 9,600 62 2 150 18,600 4 3 150 1,800 Total 130 30,000 1 GDP \\vhb\proj\Wethersfield\42263.00\docs\VARIOUS\Utilities\Sewer\Preliminary Sanitary Design Flow Memorandum.doa Ref:42263.00 � September 28, 2017hb Page 3 Peak Flor for Senior Independent Housing Use:Assumed day of 16 hours (8 hours of sleep) Use: Peaking Factor of 5.6 (TR-16 Fig 2-1 "Extreme Flow to Avg. Daily Flow") (0.1 MGD=5.6 Peaking Factor) Total Source GPD 16-Hr Day Peaking Factor Flow calculated Conversion (cfs) 1 14,000 2.343E-06 5.6 0.184 2 15,000 2.343E-06 5.6 0.197 3 30,000 2.343E-06 5.6 0.394 We hope the information submitted is satisfactory and look forward to speaking further with the Water Pollution Control Authority regarding the design flow calculations. Please do not hesitate to contact me with any questions or concerns. Sincerely, Vanasse Hangen Brustlin, Inc. Mark Grocki, P.E. Senior Project Engineer mgrocki@vhb.com \\vhb\proj\Wethersfield\42263.00\docs\VARIOUS\Utilities\Sewer\Preliminary Sanitary Design Flow Memorandum.docx S= BAG O JOB RL Communities T E C H N I C 5 SHEET NO. 1 OF 2 75 John Roberts Road, Suite 1A CALCULATED BY RAM DATE 4/14/2015 South Portland, Maine 04106 CHECKED BY DATE (207) 200-2100 FAX(207) 856-2206 FOR REFERENCE ONLY Sanitary Sewer Flows Flows RL Communities look at: 1. Historical flows from other RL communities suggest a flow of 75 gal/unit. 2. Maine Subsurface Wastewater Disposal rules requires a design flow of 60 gpd/resident. 130 units x 75 gallons/day= 9750 gpd Peak Day= 1.5 x Average Daily Flow(ADF) = 14625 gpd Peak Hour=4.2 x ADF/ 1200 min/day(16 hour day) = 42.656 gpm 82 1 bedroom suites x 60 gallons/day= 4920 gpd 44 2 bedroom suites x 120 gallons/day= 5280 gpd 4 3 bedroom suites x 180 gallons/day= 720 gpd Total 10920 gpd Peak Day= 1.5 x Average Daily Flow(ADF) = 16380 gpd Peak Hour=4.2 x ADF/ 1200 min/day(16 hour day) = 47.775 gpm Historical Peak Monthly Flows obtained from Portland Water District for 2 year period (12/02-12/04) Usage Days Hours Peak Fir Date (HCF) Days GPD /Day GPM Dead River(175 Running Hill Road) 5/27/03 344 34 7568 16 33.1 Dead River(82 Running Hill Road) 12/27/04 176 33 3989.3 12 23.3 Maine Crossing (200 Running Hill Road) 8/18/04 321 29 8279.6 12 48.3 Target(240 Running Hill Road) 8/18/04 140 29 3611 12 21.1 6" Force main (minimum flow gpm, 2.5 ft/s) 220.3 gpm 4" Force main (minimum flow gpm, 2.5 ft/s) 97.913 gpm Pump flow to be greater than 125 /o of minimum velocity flow 2" Force main (minimum flow gpm, 2.5 ft/s) 24.478 gpm and/or peak project flow Vhb September 28, 2017 Project No.42263.00 Evergreen Crossing Retirement Community Unit 3, Unit 4, and Unit 8 Buckland Road South Windsor, Connecticut Traffic Memorandum Introduction: This Memo provides an evaluation of the traffic parameters associated with the development of a new, 183,682 SF (68,400 SF footprint) senior independent living facility located at Parcel Unit 3 within the Evergreen Walk development at 151 Buckland Road, South Windsor, CT (the "Site"), as shown in the site plans dated September 27, 2017 by VHB.The overall property is identified on the municipal assessor's records as Parcel No. 27-15. The site is currently zoned "Buckland Gateway Development" district.The surrounding unit parcels within the 151 Buckland Road property are also zoned Buckland Gateway Development. Recently, the town of South Windsor has amended their zoning regulations to allow the use of an independent living facility at this site. This change expands and enhances the multi-use nature of the Buckland Gateway Development zone. The overall Evergreen Walk development has received STC (currently known as OSTA) approval of Certificate 1533, OSTA No. 132-0104-01, in February, 2002. The approval allows for the development of a mixed-use retail, office, and residential site. Portions of the overall development are complete and have been open and in operation for a number of years. Additional retail, residential, and office areas are soon to be completed. All of this development, including the senior independent living facility,fall within the approvals previously granted for this site. The approximately ±18-ac Site is located west of the termination of Hemlock Avenue, a private road within the Evergreen Walk development, and west of the Old Navy retail building. The surrounding area to the north, east, and south is heavily developed with commercial buildings. The east of the property is existing wetland and beyond that are residential areas. The existing site is an undeveloped field with overgrown vegetation. Current access to the site would be by foot only from existing parking fields north or south of Hemlock Avenue. There are sidewalks adjacent to the Unit 3 parcel boundary. The proposed development includes the construction of a new 183,682 SF (68,400 SF footprint) senior independent living facility building (130 units) with associated parking fields and garages, landscape improvements, utilities, retaining walls, and a stormwater management system. The proposed development encompasses approximately 8-acres of disturbance. The site will be accessed by a new roadway extension of Hemlock Avenue as well as an extension of Tamarac Avenue. A third roadway at the far north end of the Site will connect an access road from Tamarac Avenue to Evergreen Way. Based upon ADT data available from the ConnDOT,the ADT in the vicinity of the project on Buckland Road is in excess of 21,000 to 23,000 vehicles per day(see attached ADT mapping). \\vhb\proj\Wethersfield\42263.00\reports\Traffic\Traffic Memo-South Windsor.docx Fhb Trip Generation: Traffic volumes expected to be generated by the proposed development are forecast using the Institute of Transportation Engineers (ITE) Trip Generation Manual.The trip generation for the proposed Independent Living Facility was estimated using "Senior Adult Housing" Land Use Code (LUC) 252. The proposed development is expected to generate approximately 26 to 40 trips during peak hours. Trip Generation Comparison for Senior Adult Housing (130-units) Site-Generated Trips Enter Exit T9t s Time Period ur. Weekday Morning Peak Hour 9 17 26 - Weekday Evening Peak Hour 18 15 33 Saturday Midday Peak Hour 23 18 41 1 Based on ITE Land Use Code 252(Senior Adult Housing) 2 Traffic Volumes expressed in Vehicles per Hour At this time, no reduction in trip generation has been accounted for with respect to pre-existing uses. Conclusions and Recommendations: As noted above, the trip generation analyses indicate that the proposed senior living facility will generate less than one vehicle trip per minute during the peak traffic periods. These minimal traffic volumes are not expected to have a noticeable impact on the surrounding roadway networks. Furthermore,the new curb cut access points will provide adequate access to the site. In addition to accounting for passenger vehicle and delivery vehicle/dump truck access, we have also coordinated directly with the South Windsor Fire Marshal and have modeled their largest fire truck. A plan depicting the fire truck turning movement is included in the site plans. \\vhb\proj\Wethersfield\42263.00\reports\Traffic\Traffic Memo-South Windsor.docx zs1 nal q B C D E F G H J K L M N 0 P zct nal I E �H ° 2500 ---- - ll/7TT17771 /771T 1 WT{ T 177T7T77TT�/7Tl/777 RBT�//lT �/, ' r�/l °* 1 7lTl/ll�T^�7T1/77T 7lTl�� 1700 � ! ml 3000 1 n3 v5T cocT 9030 / _ - `14300 s 1800 oU9 / 83 Dw .,2000 1 2 ! I 2 j i5�* "15300 E.I W�aeor _ >. __-- - .J. 1 i zJ Hn INTERSTATE 1 � '! /-� r^.ns •qy, + I I __..-,I''—.-��\ j = IMPROVED STATE HN:HWAY / B'io 2039 ,90413900 *43Co•rr I LOCAL ROAD INumbetea I-399) 1 12 'SCOU d rc� 39 6g I G I I r1 Up STATE HIGHWAY STATE INSTITUTION ROM ° 1 '144GG eLWmnerea afio�a w) / �� �12400 UNWROVED STATE PORN I m 1 LDDM� OR FOREST ROM 2060 3000 = ; o*n Fl8 *260o 3 I ! *360C 5` e I 1 6 )*4A00 * 4900 COOT.Mvem. raml,rl*I 1 5°ai' ,wz. I 2300*al ' *2?00 ,;2 zOT, I' 80 i amuw o'o0T r *ay r es. , �+tgq 41 ^r 1140E I]5 - 6] ¢ 1 w O�c^e �r / _ '4300 I � 12 0C* ;I:Iwao 1," I - _ *4'0^ 08 "DSO. 4 saHTH wn'DSDR'RS - p 2600 / ( A55091ATDN II NBERS 0�1'_Y ':09 I 4 3 /I I � �� I, / 1800* ... FF�� uw 64C0 ,nr If 900 1500* 59 i670C 129 000* 5 2so0 ace r aT ° 4 - v •(20 lei— a' i ; 16400 13° / l r 6500 I 22400 / I ) so*m C w�*a:o.�,4e� 5300 400 I5 290 1 Ft ! 10 *21300 7 \11\I f _127G3 b u 1,1 LJ X 1 21100 �t °4 � .\ ,— " MACHINE LOCATIONS (68) *900 5B 2013 ADT 8 I Dec o � ( — g 5 COUNTED: JUNIJUL N - `z 3500 z,r 5900* ` o 22809 *2010 ADT(not counted on 2913) 76 SOUTH WINDSOR n 2600* *4 00 ACF 0.93 APPLIED TO US 5 I 2 0 0 FROM 1-291 WB ON RAMP IN SOUTH WINDSOR TO 1-91 RAMP IN EAST WINDSOR 2000 (BASED ON STATION 5002 EAST WINDSOR 2013) •'ACF 0.97 APPLIED TO ROUTE 194 CONNECTICUT I FROM US 5 IN SOUTH WINDSOR TO ROUTE 30 IN SOUTH WINDSOR PREPARED BY THE r1 XXX @i �. i�' N (BASED ON STATION 5049 SOUTH WINDSOR 2013) CONNECTIIX7T DEPARTMENTOF TRANSPORTATION3 ACF 0.99 APPLIED TO ROUTE 30 9 rc O. N COOPERATION N H THE ° I X 21200 64C0 xx w FROM US 5 IN SOUTH WINDSOR TO ROUTE 194 IN SOUTH WINDSOR UB,OEPARRAFNT OF TRONSPORTATION ° I �� (BASED ON STATION 5130 SOUTH WINDSOR 2013) Mm HIGHWAY ATMN TRATION SCALE I�� ° `•••ACF 0.98 APPLIED TO ROUTE 74 10D0 0 10DO 2000 3"FEET a p I *9CC I T FROM ROUTE 194 IN SOUTH WINDSOR TO ELLINGTON TL IN SOUTH WINDSOR o I 42 _-- ————— * o I (BASED ON STATION 5132 SOUTH WINDSOR 2013) I _ ------ — T n T ° 0 ACF 0.99 APPLIED TO MAIN STREET METRIC SCALE I _ — 12032 s T H A I FROM SULLIVAN AVE IN SOUTH WINDSOR TO EAST HARTFORD TL IN SOUTH WINDSOR 300m 0 3ODm Boa^ 900. O 0 F 22000(2012) (BASED ON STATION 5019 SOUTH WINDSOR 2013) 10 I T W N ACCEPTED AS OF DEC.31,200E I I TRU-132 q B D E F G H J K L M N 0 P TRu-,32 H � 1 ® M st-nau ^" 2500 UNS 30 w+ " ' �B•' 17� 1 I 00 scare xcxwavSUTEI o ONE! �A�oaz's"T"RoroNO I 7900 291C0 ® j 1 <_a 139D0 20 ° +460 as A M1 l 24G7G 27000 "' i 18900 ° N ° 6 _ _. r i e vu, 8200v Iw.�.vc24600 I __.-__ —__._-dam_ o Eps 0 3,9C0 FgTCR 2 'O�COJ c I 65 ° • '''sxo v// xr we,uavr .s�xo, � y � '6800 "� � I A 25200 ocvm xxxxx G + b f - �w...•°`e' 1 sou 7�100��J- � � �11 0 � 759 3003 Illi xxxx ( zzao �r •I ° I4800 ISIi I 23100 a® J 68co ° I _ 5 e3oo / I ioln 4 II +, 900351 0 , 4 7� E.s 17800 �0403 • j J49Go p �o I 20 oz '2403 s. � I —, ° I s000 � _ -z4oG� � I I Q •�°I +Id V 4° II 3600 4400� i al F "`' i o II V/ � a � .I� so B I• I seoG�"%• ssso� ""` � c ,z ��� � a�.>u Ig ^ l/ 5 197 a a ¢ `49G3 Q ss3o- i i !� 503 t20;,0 O� OC n 9b B40N 6 d 00 5700 52C0 4030 I 4� 7�n0 � �493d �a7`+�\• r 39�0 I II ^ Ct5890 - 2130 1 6 61„0 _)3900 -� .. x " 7CG 1• 4300 I 7 1 \ 5o I 6900 ® — 25203 �� oc ' 2.30 700 � i 130 .R 5.,03 �a M1200 �li_ m I'830D QY� „� — �, g 3,�9�Sy P � �. 7400 �„'„�7b07 6200 r,.11 8 P q � 't ��650�'Y p.s' 6700 'I �I F 7 lJ 1 1 i 2700 12700 7900 J bit •s i IL' O IQ yr s �l�__111�«���11� 10 I rat... 6300 --- - -- k iJa 5G ,r+ J __-------- ° MACHINE LOCATIONS(133)N 2012 ADT __ ----- `-- COUNTED;JAN/FEB/MAR FROM 0,6IN BOLTON TO ROUTEK301NRINEVERNON MANCHESTER j ° i --- l ° . N (sasEo ox sranox-1—.N zoos) 11 i "ACF 0.98 APPLIED TO US 44 CONNECTICUT 3 FROM ROUTE 5(N JCT) EAST HA TO-84 WB OFF RAMP(EXIT 60)IN MANCHESTER ° I (RASEO ON STATION 5_MANCxE AEN 20+2) ACF 0.99 APPLIED TO US 6 CONNECTCUf DEPNiRS£]II OF rTtxlsPomAnau CH FROM SR 502(WEST CENTERS 201N MANCHEBTER TO ROUTE 851N BOLTON (NasEo ON sranox 1o+2 MaxcN., ,2) use v n FROM ROUTE 83 NTMANCHESTERM 0 ROUTE 85 DIN) BOLTON SAP ,eased ox srarlox snz MaxexesrER 20+2 aao o J °0° Taxa soaa FEET ! ACF 1.00 APPLIED TO ROUTE 83 FROM ROUTE 94 IN GLAS70NBURV TO I- BCALE A (eased ON srarlox s,ae Ma MSTCR 2a+21 384 EB ON RAMP IN MANCHEBTER w".w Np. 300i" 0 300ni eoaa 12 TRU-76 B wM:,�,a; ^'m soa F G H ACCEPTED A8 OF DEC.31,H 7 K � M TRU-76 9/28/2017 Print Map Town of South Windsor nR° � Geographic Information System (GIS) df't�SOR.cO`�.4 Date Printed:9/28/2017 fs t� 3� zr r *b� _`;,``i � �3c} �.: �s.�1 -.Z �`�+ t �,�"���! f_ � � a s z$���� ��_ ■ t �. � 5C 3 xf z 5 ,a� r�'4 ,K �r 's4'�t�$✓ �, � ;. ��s � z � 3 �-. :� S , x � � `'}"stc. .�a 5:+� ,k 3 1. N MAP DISCLAIMER-NOTICE OF LIABILITY Approximate Scale: 1 inch=1000 ft This map is for assessment purposes only. It is not for legal description W E or conveyances.All information is subject to verification by any user. The Town of South Windsor and its mapping contractors assume no legal responsibility for the information contained herein. S hftp://southwindsor.mapxpress.nettags_map/ 1/1 [Date] (Abutter's Name) (Address) CERTIFIED MAIL Dear Property Owner: Re: Evergreen Crossing Retirement Community Unit 3, Unit 4, and Unit 8, Hemlock Drive,South Windsor, CT In accordance with Section 7.3b of the"Town of South Windsor Inland Wetlands,Watercourses,and Conservation Regulations",you are hereby notified that a Special Exception Use Application for a new Senior Independent Living Facility(per Section 7.3 of the South Windsor Zoning Regulations)and an Inland Wetlands Site Plan/Public Hearing Application has been filed on the property abutting yours and is subject to a hearing by the Planning&Zoning Commission and 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. 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 application will be heard please contact Jeff Folger, Environmental Planner/Conservation Officer, Planning Department,860-644-2511,ext. 329. Sincerely, Cameron General Contractors 8040 Eiger Drive Lincoln, NE 68516 402.420.3149 TOWN OF SOUTH WINDSOR, CONNECTICUT Parcel ID Site Address Owner Name 15300070 70 BUCKLAND ROAD 95 CT LLC& INTERNATIONAL SAMARKAND HOTEL 15300274 274 BUCKLAND ROAD GROUP LLC 27600152 152 DEMING STREET SOUTH WINDSOR REALTY CO LLC 20400580 580 CLARK STREET SMITH SHIRLEY W 27600043 43 DEMING STREET SOUCY ARTHUR L& KATE C 15300206 206 BUCKLAND ROAD ROU_NSEVILLE MARRION & ROY TRUSTEES 15300015 15 BUCKLAND ROAD ONE BUCKLAND CENTER LLC 204OR009 R009 CLARK STREET CLARK TREE FARM LLC 20400716 716 CLARK STREET 859 CLARK ST LLC 204OR014 R014 CLARK STREET WALDRON STANLEY 27600075 75 DEMING STREET WISNESKI DAVID A& NATHALIE S 83700302 302 SMITH STREET WHITE LORRAINE M & 15300116 116 BUCKLAND ROAD BUCKLAND ROAD ASSOCIATES L L C 15300395 395 BUCKLAND ROAD WOODCOCK JOHN 1 III &CARLA C 15300179 179 BUCKLAND ROAD EVERGREEN WALK LLC 15300079 79 BUCKLAND ROAD SOUTH WINDSOR TOWN OF 15300325 325 BUCKLAND ROAD SOUTH WINDSOR TOWN OF 15300095 95 BUCKLAND ROAD SOUTH WINDSOR TOWN OF 15300296 296 BUCKLAND ROAD MESSIAH EVANGELICAL 15300300 300 BUCKLAND ROAD MESSIAH EVANGELICAL 49390601 601 KEBALO LANE GOWING ROBERTAJ 49390602 602 KEBALO LANE GRAICERSTEIN RITA 49390603 603 KEBALO LANE ANDREWS FREDERICK C 49390604 604 KEBALO LANE TAMARKIN KARIN W 49390000 KEBALO LANE CURRENT RESIDENT 27600112 112 DEMING STREET CURRENT RESIDENT 31300101 101 EVERGREEN WAY EVERGREEN WALK LIFESTYLE CENTER LLC 31300201 201 EVERGREEN WAY EVERGREEN WALK LIFESTYLE CENTER LLC 31300301 301 EVERGREEN WAY EVERGREEN WALK LIFESTYLE CENTER LLC 31300401 401 EVERGREEN WAY EVERGREEN WALK LIFESTYLE CENTER LLC 31300501 501 EVERGREEN WAY EVERGREEN WALK LIFESTYLE CENTER LLC 31300801 801 EVERGREEN WAY EVERGREEN WALK LIFESTYLE CENTER LLC 31300800 800 EVERGREEN WAY EVERGREEN WALK LIFESTYLE CENTER LLC 31300500 500 EVERGREEN WAY EVERGREEN WALK LIFESTYLE CENTER LLC 31300400 400 EVERGREEN WAY EVERGREEN WALK LIFESTYLE CENTER LLC 31300300 300 EVERGREEN WAY EVERGREEN WALK LIFESTYLE CENTER LLC 31300200 200 EVERGREEN WAY EVERGREEN WALK LIFESTYLE CENTER LLC 31300100 100 EVERGREEN WAY EVERGREEN WALK LIFESTYLE CENTER LLC 17850100 100 CEDAR AVENUE REALTY INCOME PROPERTIES 21 LLC 89302800 2800 TAMARACK AVENUE EVERGREEN MEDICAL ASSOCIATES LLC 89302400 2400 TAMARACK AVENUE EVERGREEN MEDICAL ASSOCIATES II LLC 83700244 244 SMITH STREET BRIN PETER J &JENNIFER J 49390000 KEBALO LANE CURRENT RESIDENT 31300095 95 EVERGREEN WAY CURRENT RESIDENT 17850100 100 CEDAR AVENUE CURRENT RESIDENT 83700345 345 SMITH STREET BEAUPRE GENE N 83700340 340 SMITH STREET FRASER BRENDA J & BRUCE D 83700357 357 SMITH STREET BOUTIN EMILJ &LUCILLE 15300419 419 BUCKLAND ROAD CARMON &COMPANY LLC 15300151 151 BUCKLAND ROAD EVERGREEN WALK LLC 20400610 610 CLARK STREET DUPRE BEVAN L 27600083 83 DEMING STREET TOSTARELLI STEPHANIE LAUREN & 83700367 367 SMITH STREET DOWN EAST ASSOCIATES LTD PARTNERS 83700377 377 SMITH STREET DUFOUR WILLARD&CLAIRE 27600047 47 DEMING STREET KEBALO ANDRIAN S&CHERYLS 83700260 260 SMITH STREET EVERGREEN WALK LLC 83700198 198 SMITH STREET KF REALTY LLC 83700383 383 SMITH STREET GANCARZ RICHARD& IRENE 83700395 395 SMITH STREET ONE BUCKLAND CENTER LLC 27600112B 112 DEMING STREET#B GERLT WAYNE CHRISTOPHER 27600112C 112 DEMING STREET#C GERLT WAYNE CHRISTOPHER 27600130 130 DEMING STREET 130 DEMING LLC 83700314 314 SMITH STREET 314 SMITH STREET ASSOCIATES LLC 83700332 332 SMITH STREET HAYES ROBERTJ & BEVERLY E TRSTEES 27600112A 112 DEMING STREET#A HERSHCOPF STEVEN A 20400500 500 CLARK STREET CLARK TREE FARM LLC 15300251 251 BUCKLAND ROAD EVERGREEN WALK LLC 27600067 67 DEMING STREET GAINES MICHELLE L&JASON A 83700140 140 SMITH STREET JACQUES JEAN MARC 27600076 76 DEMING STREET IJONES ROBERT A& PHYLLIS T 15300130 130 BUCKLAND ROAD KRAWSKI WILLIAM J 41350200 200 HEMLOCK AVENUE KRISHRELTIC LLC 15400031 31 BUCKLAND HILLS DRIVE LOWES HOME CENTERS INC 15300190 190 BUCKLAND ROAD REICHLE EARL A& BARBARA H 15300350 350 BUCKLAND ROAD BUCKLAND COMMONS LLC 15300252 252 BUCKLAND ROAD IWOLF&GUERRA LLC Mailing Address Mailing City Mailing State Mailing Zip 374 MCLEAN AVE YONKERS NY 10705-0000 189 OAK STREET EAST HARTFORD CT 06118-0000 303 SOUTH BROADWAY STE105 TARRYTOWN NY 10591-5422-0000 580 CLARK STREET SOUTH WINDSOR CT 06074-0000 43 DEMING STREET SOUTH WINDSOR CT 06074-0000 206 BUCKLAND RD SOUTH WINDSOR CT 06074-0000 110 LAVENDER LANE ROCKY HILL CT 06067-0000 500 CLARK ST SOUTH WINDSOR CT 06074-0000 676 CLARK STREET South Windsor CT 06074-0000 859 CLARK ST SOUTH WINDSOR CT 06074-0000 75 DEMING STREET SOUTH WINDSOR CT 06074-0000 302 SMITH STREET SOUTH WINDSOR CT 06074-0000 PO BOX 684 SOUTH WINDSOR CT 06074-0000 PO BOX 684 SOUTH WINDSOR CT 06074-0000 555 MAIN STREET MANCHESTER CT 06040--0000 1540 SULLIVAN AVE SOUTH WINDSOR CT 06074-0000 1540 SULLIVAN-AVE SOUTH WINDSOR CT 06074-0000 1540 SULLIVAN AVE SOUTH WINDSOR CT 06074-0000 0 300 BUCKLAND ROAD SOUTH WINDSOR CT 06074-0000 601 KEBALO LANE SOUTH WINDSOR CT 06074-0000 602 KEBALO LANE SOUTH WINDSOR CT 06074-0000 603 KEBALO LANE SOUTH WINDSOR CT 06074-0000 604 KEBALO LANE SOUTH WINDSOR CT 06074-0000 175 WHEELER RD SOUTH WINDSOR CT 06074-0000 0 2650 THOUSAND OAKS#3150 MEMPHIS TN 38118-0000 2650 THOUSAND OAKS#3150 MEMPHIS TN 38118-0000 2650 THOUSAND OAKS#3150 MEMPHIS TN 38118-0000 2650 THOUSAND OAKS#3150 MEMPHIS TN 38118-0000 2650 THOUSAND OAKS#3150 MEMPHIS TN 38118-0000 2650 THOUSAND OAKS#3150 MEMPHIS JTN 38118-0000 2650 THOUSAND OAKS#3150 MEMPHIS TN 38118-0000 2650 THOUSAND OAKS#3150 MEMPHIS TN 38118-0000 2650 THOUSAND OAKS#3150 MEMPHIS TN 38118-0000 2650 THOUSAND OAKS#3150 MEMPHIS TN 38118-0000 2650 THOUSAND OAKS#3150 MEMPHIS TN 38118-0000 2650 THOUSAND OAKS#3150 MEMPHIS TN 38118-0000 11995 EL CAMINO REAL SAN DIEGO CA 92130-0000 36 WELLES ST STE 220 GLASTONBURY CT 06033-0000 0 244 SMITH STREET SOUTH WINDSOR CT 06074-0000 KEBALO LANE SOUTH WINDSOR CT 06074-0000 0 0 345 SMITH STREET SOUTH WINDSOR CT 06074-OOOU 340 SMITH STREET SOUTH WINDSOR CT 06074-0000 357 SMITH STREET SOUTH WINDSOR CT 06074-0000 807 BtOOMFIELD AVE WINDSOR CT 06095-0000 CITYPLACE HARTFORD CT 06103-0000 610 CLARK STREET SOUTH WINDSOR CT 06074-0000 83 DEMING STREET SOUTH WINDSOR CT 06074-0000 P.O.BOX 7019 INDIANAPOLIS IN 46207-0000 377 SMITH STREET SOUTH WINDSOR CT 06074-0000 47 DEMING STREET SOUTH WINDSOR CT 06074-0000 CITYPLACE HARTFORD CT 06103-0000 175 WHEELER ROAD SOUTH WINDSOR CT 06074-0000 383 SMITH STREET SOUTH WINDSOR CT 06074-0000 110 LAVENDER LANE ROCKY HILL CT 06067-0000 PO BOX 1132 SOUTH WINDSOR CT 06074-0000 PO BOX 1132 SOUTH WINDSOR CT 06074-0000 130 DEMING STREET SOUTH WINDSOR CT 06074-0000 332 SMITH STREET SOUTH WINDSOR CT 06074-0000 332 SMITH STREET SOUTH WINDSOR CT 06074-0000 8 BARRY LANE GLASTONBURY CT 06033-0000 500 CLARK STREET SOUTH WINDSOR CT 06074-0000 CITYPLACE HARTFORD CT 106103-0000 67 DEMING ST SOUTH WINDSOR CT 06074-0000 658 ELLINGTON RD SOUTH WINDSOR CT 06074-0000 76 DEMING STREET SOUTH WINDSOR CT 06074-0000 130 BUCKLAND 213 WEST ROAD STREET SOUTH WINDSO PO BOX 1000 BO LTON R CT CT 06074_0000 _ 247 ABBY RO MOORESVILLE 06043- 1744 ELLINGTON RD SOUTH NC 0000 989 ELLINGTON Rp W►NDSOR CT 28115-0000 SOUTH WINDSOR CT 06074- 0000 SOUTH WINDSOR CT 06074-0000 06074-0000 EXHIBIT A Property Description Agent File Number: 1600829 ORT File No. GA16003750 ALL THAT CERTAIN real property, situated in the Town of South Windsor, County of Hartford and State of Connecticut, being known and designated as UNIT 3 (being current Unit 3 and parts of Unit 4 and Unit 8) of EVERGREEN WALK PLANNED COMMUNITY, together with all appurtenances thereto, as more particularly described and set forth in that certain Declaration of Evergreen Walk Planned Community by Evergreen Walk, LLC dated November 21, 2003 and .recorded in Volume 1555 at Page 1, as amended by a First Amendment thereto dated October 25, 2004 and recorded in-Volume 1660 at Page 259, as amended by a Second Amendment thereto dated June 27, 2007 and recorded in Volume 1915 at Page 4, as modified by Affidavit dated August 15, 2007 and recorded in Volume 1927 at Page 249, as further modified by a Third Amendment thereto dated April 13, 2009 and recorded in Volume 2035 at Page 159, as further amended by a Fourth Amendment thereto dated August 26, 2013 and recorded in Volume 2366 at Page 180, as further amended by a Fifth Amendment thereto dated August 26, 2013 and recorded in Volume 2366 at Page 206, as further amended by a Sixth Amendment thereto dated December 17, 2013 and recorded in Volume 2389 at Page 19, as further amended by a Seventh Amendment thereto dated May 14, 2014 and recorded in Volume 2407 at Page 180, as further amended by an Eighth Amendment thereto dated September 1, 2015 and recorded in Volume 2428 at Page 59, as further amended by a Ninth Amendment thereto dated February 11, 2015 and recorded in Volume 2449 at Page 37, all of the South Windsor Land Records, as the same may be amended, modified and/or supplemented from time to time. Note: Unit 3-(with a portion of Unit 4 and a portion of Unit 8) will be created by plat and further amendment to the above Declaration of Evergreen Walk Planned Community. BEGINNING AT A POINT,SAID POINT BEING AT THE INTERSESTION OF THE WESTERLY-LINE OF THE HEREIN DESCRIBED PARCEL,THE NORTHWEST CORNER OF UNIT 2 AND THE SOUTH-WEST CORNER OF UNIT4; THENCE S 00000'00"W ALONG THE WESTERLY LINE OF UNIT 2 FOR A DISTANCE OF 187.21'TO A POINT; THENCE S 13036'44"W ALONG THE WESTERLY LINE OF UNIT 2 FOR A DISTANCE OF 160.52'TO A POINT; THENCE N 71053'35"W ALONG THE NORTHERLY LINE OF UNIT 2 FORA DISTANCE OF 115.93'TO A POINT; THENCE S 32049'48"W ALONG THE WESTERLY LINE OF UNIT 2 FOR A DISTANCE OF 72.22'TO A POINT, SAID POINT BEING THE SOUTHEAST CORNER OF THE HEREIN DESCRIBED PARCEL,THE WESTERLY CORNER OF UNIT 2 AND THE NORTHEAST CORNER OF UNIT 8; THENCE N 71047'12"W ALONG THE NORTHERLY LINE OF UNIT 8 FOR A DISTANCE OF 276.25'TO A POINT; THENCE N 32°31'02"W ALONG THE NORTHERLY LINE OF UNIT 8 FOR A DISTANCE OF 440.22'TO A POINT; THENCE N 54053'46"W ALONG THE NORTHERLY LINE OF UNIT 8 FOR A DISTANCE OF 662.80'TO A POINT; THENCE N 20051'31" E ALONG THE EASTERLY LINE OF UNIT 8 FOR A DISTANCE OF 426.94'TO A POINT AT THE NORTHWEST CORNER OF THE HEREIN DESCRIBED PARCEL,THE-NORTH EAST CORNER OF UNIT 8 AND-THE SOUTHWEST CORNER OF LAND NOW OR FORMERLY OF 859 CLARK STLLC; THENCE S 59019'12" E ALONG LAND NOW OR FORMERLY OF 859 CLARK STLLC FOR A DISTANCE OF 201.79 TO A POINT AT THE NORTHERN CORNER OF THE HEREIN DESCRIBED PARCEL,THE SOUTHEAST -CORNER OF LAND NOW OR FORMERLY OF 859 CLARK ST LLC AND THE SOUTHWEST CORNER OF UNIT 9; THENCE S 67058'25" E ALONG THE SOUTHERLY LINE OF UNIT 9 FOR A DISTANCE OF 953.00'TO A POINT AT THE NORTHEAST CORNER OF THE HEREIN DESCRIBED PARCEL,THE SOUTHERLY LINE OF UNIT 9 AND THE NORTHWEST CORNER OF UNIT 4; THENCE S 21020'26"W ALONG THE WESTERLY LINE OF UNIT 4 FOR A DISTANCE OF 52.42'TO A POINT, THENCE S 36011'14" E ALONG THE WESTERLY LINE OF UNIT 4 FOR A DISTANCE OF 132.00'TO A POINT; THENCE S 18038'48"W ALONG THE WESTERLY LINE OF UNIT 4 FOR A DISTANCE OF 42.62'TO A POINT; THENCE S 67058'25" E ALONG THE NORTHERLY LINE OF UNIT 4 FOR A DISTANCE OF 42.00'TO A POINT; THENCE S 21020'26"W ALONG THE WESTERLY LINE OF UNIT 4 A FOR DISTANCE OF 99.00'TO A POINT; THENCE RUNNING SOUTHWESTERLY ALONG A CURVE TO THE LEFT HAVING A RADIUS OF 500.00',A CENTRAL ANGLE OF 10034'04"AND AN ARC LENGTH OF 92.22'TO A POINT; THENCE S 10046'22"W ALONG THE WESTERLY LINE OF UNIT 4 A FOR DISTANCE OF 17.51'TO THE POINT OF BEGINNING. SAID PARCEL CONTAINS 792,728 SQUARE FEET, MORE OR LESS. RIC RESORT"LIFESTYLE COMMUNITIES RESORT LIFESTYLE COMMUNITIES, INC. COMMUNITY PROFILE CAMERON GENERAL CONTRACTORS I RESORT LIFESTYLE COMMUNITIES The mission of Resort Lifestyle Communities is to focus on providing a high quality senior_ independent living product at the medium price point for the emerging baby boomer demographic. Our studies indicate that seniors are becoming more discriminating regarding available choices in the senior housing markets. Our communities offer the amenities and services that seniors are demanding, and will increasingly demand, as this age demographic grows in the coming years ahead. Resort Lifestyle Communities, and its affiliated company (Cameron General Contractors, Inc.), is a combination of individuals with extensive experience in the marketing, design, construction and management of senior independent living ("IL"). Our goal is to identify IL markets and initiate projects from initial market research, site selection, design, development, construction, pre-marketing and lease- up through management of rent stabilized communities. We expect to retain substantial ownership of each of our communities for a long-term duration. Cameron General Contractors utilizes a combination of geographic information systems ("GIS") and statistical analysis software, along with demographic and NIC MAP data to evaluate each market and site for demand and competition. Our analysis incorporates the most current census data by age of head of household and income level, along with over 70 other statistically relevant data points. OUR STANDARD COMMUNITY Each of our communities is customized to fit the site topography and market demand for each suite type (studio, one, two and three bedroom suites). The typical construction period from issuance of building permit to certificate of occupancy is between twelve and eighteen months. The standard building design consists of two wings comprised of resident living suites situated around a core area at the center of the building with living suites and extensive common areas. The core area houses dining facilities that provide dining on demand to our residents, a coffee bar / pub, and concierge services, among other amenities. Our suites feature full kitchens with granite countertops, washer/dryer hookups, walk-in closets, ceiling fans and climate controls in all rooms; certain suites offer exterior decks and patios. Our suites have been meticulously and conscientiously designed to best serve our senior residents. All suites are well lit with under cabinet lighting and lights in all closets. All doors are 3' in width with levered door handles, all electrical wall outlets are at ADA height, all showers have large seats and grab bars, and stools are. 2"taller than typical residential bathroom fixtures. The common areas further include an open dining room with skylights and exposed trusses, an extensive fitness center; a full size 150-seat theater sloped to a stage with theater quality video projection and sound system, an in-house bank, pharmacy, massage therapist, beautician/barber shop, and a game room. The core common area features three open atriums with skylights and observation rooms overlooking 8040 Eiger Drive-Lincoln,NE 68512•(402)420-2311 -Fax:(402)420-2324-WWW.RLCommunities.com RIC RESORT LIFESTYLE COMMUNITIES the front entry and dining room. The buildings are constructed of high quality materials to minimize maintenance expense and capital. improvement costs. The building exterior is designed to match the surrounding neighborhoods in building materials and color. The parking areas are predominantly comprised of 6" poured concrete. The roofing materials are 30-year rated shingles. MANAGEMENT/OPERATIONS Extensive research was conducted for the operations of our communities. The typical community utilizes 30 FTE (full time equivalent) employees including live-in managers. Our communities feature a continuous dining program with a soup and salad bar, display cooking area for customized meals such " as omelets, sandwiches and pizzas made to order. Also featured is a grab &go area where residents can self-serve food 24 hours a day. The dining on demand and made-to-order feature is a state of the art development in senior housing. The theater offers an opportunity for outside groups a place to perform and make presentations to our community. Each of our communities has 24-hour concierge services. Residential suites are available on a rental basis. There are no buy-in fees or long-term leases and depending on competing market rents the following is an example of potential rents. One bedroom suites range from $3,500 to$3,900 per month. Two bedroom suites range from $4,300 to$4,900 per month. Garages are $100 per month; storage units are available for$50 per month (where available). A guest suite is available to residents' visitors. We utilize a bundled rental arrangement. Monthly rental fees include all meals, weekly housekeeping, emergency response system, events and entertainment in the state of the art theater, scheduled transportation, valet service, free laundry facilities located on each floor, exercise room with supervision by a personal fitness trainer and all utilities except personal telephone. SPECIAL EXCEPTIONS In addition to the narrative above we have reviewed the criteria for special exceptions and offer the following comments: We have located and designed the building to fit within the site constraints including both the topography of the site adjusting the site elevations to limit site grading and at the same time working within the boundaries of the existing wetlands and buffers. We are providing for the future extension of the roadway network within the development including connection to the trails and sidewalk system. This type of use has a low impact to traffic and roads and has not impact of the school system. We have met with the utility providers and there is significant capacity from water and sanitary sewer for our use and we are providing storm water detention including storm water filtering.. We have design our building to complement the surrounding area and buildings and feel that we will be an asset to the area by providing a quality use and at the same time bringing a population to the area that will utilize the existing area and services that will serve the community long into the future. 8040 Eiger Drive-Lincoln,NE 68512•(402)420-2311 •Fax:(402)420-2324-www.RLComrnunities.com Page 1 of 1 Lipe, Michele From: Custer, Scott Sent: Wednesday, May 11, 2016 1:27 PM To: Lipe, Michele Subject: Medical Response numbers-Assisted Living and others Good afternoon Michelle, Here's some follow up numbers, as the state mandated first responders a SWPD officer goes to each medical call unless tied up on another call for service. did a study of the last 6 months and from November 1 st to May First we have responded to 1177 Medical Assist calls. Of these calls, they are broken down by some of the more active senior living or medical facilities: Village at Buckland Court-432 Buckland Road : 100 calls Brookdale-1715 Ellington Road: 68 calls Paradigm- 1060 Main St.: 38 calls Hillcrest senior living apts: 18 calls Berry Patch senior living apts: 63 calls Hartford Hospital Medical Group-Sullivan Ave: 49 calls 2400-2600-2800 Tamarack medical suites: 36 calls I'm sure another facility will add to our call for service volume, but it would not be an unreasonable drain on resources. Thanks, -Scott Custer Deputy Chief Scott P. Custer South Windsor Police Dept. Mobile-860-982-0362 Desk-860-648-6255 Twitter: @SWPD_PIO Messages to and from employees of the Town of South Windsor are subject to public disclosure in accordance with state and federal law. 5/11/2016 PLANNING DEPARMENT IN-HOUSE REFERRAL FORM I DATE: 9/29/17 i TO: Matt Galligan, Michael Gantick, Walter Summers, Jeff Doolittle Ray Favreau, Chris Dougan, Heather Oatis, Kevin Cooney, Tony Manfre, John Caldwell, Andrea Confrancesco, Chris Duchesne, Vincent Stetson FROM: Michele Lipe,AICP, Director of Planning The Planning &Engineering Departments have received plans for the following projects: Appl 17-38P, Evergreen Crossing Retirement Community Location: Unite 3, 4 and 8 (151 Buckland Road) { Site Plan® ❑ Subdivision No. Acres. 18+ Zone Buckland � Gateway ❑ Industrial ❑ Commercial ® Residential No. Lots/Units 130 Water: ® Public ❑ Private Well Sewerage: ® Public ❑ Septic System j Project Description: 183,682 sf facility with 130 units Future Town-owned property involved? ❑ Yes ® No ❑ new street(s) ❑ new detention area ❑ new open space/recreation area ❑ active ❑passive Planning Department notes: Traffic and drainage information is available for review Please comment by 10/13/17 and return to the Planning Department. Lipe, Michele From: Summers,Walter Sent: Tuesday, October 10, 2017 7:50 AM To: Lipe, Michele Cc: Kevin Cooney fire dept; Brian Peck Subject: Independent Living Proposal Michele, After reviewing the proposed site plan for the Independent Living Center with the Fire Department, we have the following comments that need responses prior to approval. 1) Verification and functional test of emergency interconnection between Manchester Water and Connecticut Water located in the Lowes parking lot. 2) The approved site plan shall show the completion of the water main between LA Fitness and Old Navy. 3) The sidewalk on the South side of the A wing be widened to 10 feet and at least 15 feet from the building. This provide the Fire Department solid surface to use ground.ladders to access upper units on this side of the project. Thanks Walter Summers, Fire Marshal Mail: 1540 Sullivan Ave., South Windsor, CT., 06074 Office: 232 West Rd 860-282-0669 Ext I www.southwindsor.O/^Q Working Smoke Alarms and Carbon Monoxide Alarms Saves Lives Please be advised that all emails to and from the Town of South Windsor are subject to FOI requests. This e-mail message is intended only for the named recipients) above. It may contain confidential information that is privileged or that constitutes official work product. Ij'you are not the intended recipient, you are hereby notified that any use, dissemination, distribution or copying of'this e-mail and any attachment(s) is strictly prohibited 1 q O.NN Se p . -/-O� ap Sau� w� 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 �f°Solt-co�' TELEPHONE (860) 644-2511 CERTIFIED MAIL 7016 0910 0000 9861 0585 October 19, 2017 Bob Lewis Cameron General Contractors 8040 Eiger Drive Lincoln, NE 68516 RE: Appl. #17-38P— Evergreen Crossing Retirement Community- 151 Buckland Road Dear Mr, Lewis: At the October 18, 2017 regular meeting, the Inland Wetlands Agency/Conservation Commission approved Appl. 17-38P—Evergreen Crossing, 151 Buckland Road—Inland Wetlands/Conservation Commission application for approval of a 130 unit senior independent living facility, parking lot, and associated utilities on 18 acres on property located west of Buckland Road, Gateway Development(GD) zone, with the following conditions: 1. The final approved copy of the entire set of plans and this letter reproduced thereon must be submitted to the Planning Department. This must be completed within 65 days of approval prior to any construction activity on the site. Plans submitted to Planning & Zoning Commission shall be considered having met this requirement. 2. The applicant shall indemnify and hold harmless the Town of South Windsor against any liability, which might result from the proposed operation or use. 3. The permit is valid for five years and shall expire on October 18, 2022. It is the landowners)/applicant(s) responsibility to track expiration dates and notify the Commission of a renewal request at least 65 days prior to expiration. 4. A bond shall be collected in the amount of$30,000 to ensure proper placement and maintenance of erosion and sediment controls; a bond shall be collected in the amount of $25,000 for the construction and maintenance of the stormwater system during construction; and a bond shall be collected in the amount of $15,000 for the proper establishment of the water quality basin plantings, to be held for three growing seasons. 5. A detailed erosion and sediment plan, including grading, shall be placed on the final plans after review and approval by town staff. 6. Retaining wall construction details and sequencing shall be placed on the final plans after review and approval by town staff. 7. The stormwater maintenance plan shall be placed on the final plans. 8. Detailed construction sequencing for existing soil stockpile removal and site filling and grading shall be placed on the final plans after review and approval by town staff. 9. Comments from the memo dated October 11, 2017 from Jeffrey H. Folger to Mark Grocki, must be incorporated into the site plan and be shown on the final plan. Page 2 Evergreen Crossing Retirement Community 10. All approvals required must be obtained and submitted prior to any activity on the site. 11. A contact person shall be identified on the plans. Very truly yours, Elizabeth Warren, Chairperson Inlands Wetlands Agency/Conservation Commission EW/dt cc: Director of Planning Chief Building Official Mark Grocki, VHB Associates, 100 Great Meadow Road, Wethersfield, CT 06109 r Town of South PlanningDepartment Memo To: Mark Grochi, VHB From: Michele R. Lipe, AICP, Director of Planning Date: 10/23/2017 Re: Appl. #17-38P, Evergreen Crossing Independent Living Facility Following are Planning Department review comments. Please make the necessary revisions and submit four COMPLETE sets of revised plans (including landscaping, lighting and architectural elevations). The plans should be submitted on 24" X 36" sheets as required at a scale of 1" = 40" (we will allow 1"= 50"). Engineering comments will be sent separately. General Comments With Evergreen Walk LLC recent general plan update approval for this use/area there were several items noted to be addressed at the time of the site plan. Below are approval conditions taken from the May 25tn letter and the status of each with this application. 1. At the time of site plan submission,the Commission will review all specific details of the project, including, but not limited to, the following concerns raised during the General Plan of Development update application process: • Completion of the water loop for the site; Not shown • Completion of final pavement(from Cedar Avenue heading south); completed • Timeframe for removal of structures on site (old barns and vacant houses along Buckland Road); Not indicated • Timeframe for completion of the walking trail;Not shown or indicated • Establishment of a road network for the new proposed Independent Living Facility to Cedar Avenue and Hemlock Ave so that there are two primary access roads to the new proposal. Proposed on plan This application is subject to Section 8.7 Special Exception criteria. A narrative of the project including addressing the special exception criteria should be submitted. At the text amendment public hearing, it was represented that certain "justification"would be presented at the time of an application. 0 Page 1 Site Plan comments 1. The address for this property will be 900 Hemlock. Please add that to the plans. 2. Elements of the surrounding area (particularly the parking areas and drives) should be shown to better show the development in context of what is currently out in the field. 3. Proposed and existing tree lines should be shown on the plans. Are any trees proposed to be saved? Additional landscaping may be requested once the new tree line is established. It is difficult to determine without any benchmarks in the field. 4. Section 7.3.8 requires one and half acres of outdoor recreation area(s). Please revise the plan as we discussed showing the recreation areas. 5. Section 4.2.11.C.2 has specific requirements for parking that are not met. Section 4.2.11.C.2.d does provide for a waiver provision that the applicant should be requesting. 6. Where will shuttle bus be stored? An area should be reflected on the plans. 7. Are garages included in the parking calculation? Eliminate van spaces from the parking spaces if they are not needed. 8. How will the retaining wall look? Details of the walls should be provided 9. Connection to the walking trail should be shown. A general overall plan showing the sidewalk network would be useful to demonstrate the walkability to other parts of Evergreen Walk. 10.Additional crosswalks will be required in areas where the sidewalk meets the roadway 11.What are the details for the pump station, i.e. how high?Will screening proposed shield the station? 12.The landscaping be at the intersections should be designed so that it does not impede any future site lines (turning south on Tamarack) Architecture and Design Review Comments 1. Consider a darker color for the garage doors; 2. Consider a lighter color fop the roof 0 Page 2 ^ ' Upe, Michele / » From: Upe, Michele Sent: K4ondoy, October 23, 20171(lS7AM To: 'Gnocki. K4ark' Subject: RW: Evergreen Walk LL[. Attachments: Evergreen Crossing Independent Living Facility 17-38P.doc Hi Mark, The assessor has assigned the address for this facility tobeAO0Hemlock. In follow up to the discussion Thursday about sewers, below are comments from Tony Manfre, Superintendent of Water Pollution Control Facility. I have also attached a final copy of my comments and have included the Architecture and Design Review Comments. Engineering comments will be coming under separate email some time this week. Please let nme know if you have any questions. Thanks' Michele From: Monfre,Anthony Sent:Thursday, October 19, 2O174:O1PM To: Lipe, K8icho|e<K4icha|e.Lipe@southvvindxor.orQ> Cc: Doolittle,Jeffrey<]effrey.Doolittle @southwindsor.o[g>; Friend,Timothy<Timothy.Friend@youthvvindsor.or8> Swbimx±: Evergreen Walk LL[ Michele, After our meeting this morning regarding the Evergreen Walk senior living project there were some concerns with the sewer lateral/pump station that will need addressed.The designs show a pump station,force main and sewer lateral that are going to be designed for this building without consideration taken for future expansion. Asvve discussed there is an opportunity for development beyond the current worksite that could connect to the proposed sewer lateral. If this were to happen the designed lateral, pump station and force main would more than likely be undersized. It is my understanding that the senior living project is part of a larger overall land development project. |t may be wise to consider a central pump station that is sized appropriately for the anticipated future flows. Please let nne know if you have any questions, Tony Manfne Superintendent of Pollution Control Town of South Windsor 1S4O Sullivan Avenue South Windsor,[TO6O74 /860\644-2511u247 Lipe, Michele From: Lipe, Michele Sent: Tuesday, October 31, 2017 1:25 PM To: 'Grocki, Mark' Subject: Evergreen Crossing Attachments: DOC103117-002.pdf Mark, Please find attached the Engineering comments for the Evergreen Crossing site plan. Thanks, Michele Michele R. Lipe,AICP Director of Planning 1540 Sullivan Ave. South Windsor, CT 06074 (860) 644-2511,ext. 252 1 MEMORANDUM To: Michele Lipe, Director of Plan ning Jeffrey Folger, Senior Environmental Planner From: Jeff Doolittle, P.E., Town Engineer Date: October 31, 2017 Re: App 17-38P Evergreen Crossing Retirement Community at Evergreen Walk, Units 3, 4 and 8 1 have reviewed the site plan for the above application and I have the following comments: 1. The Plan needs to show how the section of Tamarack Ave to be built with this application will connect in the future to the existing Tamarack Ave to the south and north, including wetlands crossings and utility connections 2. Show the existing large trees and wood lines on and around these units. 3. The proposed alignment of Tamarack Ave and Hemlock Ave is different than the latest approved general plan. Explain the reasons for this difference. 4. Change the note at the north end of the section of Tamarack Ave to say "Future Bridge or Box Culvert...to be constructed by others" 5. What may go into the triangle area (approx. 0.8 ac) between the parking in the back of Old Navy and the proposed access drive from Tamarack Ave to Evergreen Way in the future? Can this area be included in this project for recreation, gardens or some other use? 6. Where will snow be piled on this site in the winter, after clearing the driveways and parking lots? There is not a lot of room for snow storage. 7. The northern driveway around the building needs to be aligned more perpendicular to Tamarack Ave to provide better visibility and discourage speedy entrances and exits from this driveway. 8. The two 25 foot wide aisles in the front parking lot can be reduced to 24 feet and the curb line close to Tamarack Ave, pulled in a couple of feet. 9. Will the fence on top of the eastern retaining wall be 6 foot high black vinyl chain link like the other fence, or some other material? 10.The northern end of the proposed Tamarack Ave is a little steep at about 8%. This slope should be reduced by raising the stretch of Tamarack Ave between the middle and southern driveways and increasing slopes there. The entrance to the middle driveway is flat as shown. 11.Additional catch basins should be included on Tamarack Ave, across from CB 3 and 4. Also, add a pair of catch basins on Tamarack Ave uphill of the northern driveway and add a pair on the connector road between Tamarack Ave and Evergreen Way in the area of elevation 119 — 117. Another catch basin should be installed across the northern driveway from CB 7 and CB 8. Alternately, provide a gutter flow analysis showing what catch basins are needed in these areas. ' 12.Show the possible future extension and connection of the water main to the north and south of the proposed section of Tamarack Ave. 13.How will the parcels to the north and south and east of this site be served by sanitary sewer in the future? Does the proposed 8" sewer line and pump station in Tamarack Ave need to be sized for future development? 14.The location and configuration of where the proposed force main enters the gravity sanitary sewer on Hemlock Ave needs to change. We do not want the force main to enter a manhole directly across from a gravity line as the opposing flows will cause backups. The force main needs to end in a section of gravity pipe that connects to the existing gravity main in a new SMH located either north or south of the existing SMH on the corner of Hemlock Ave and the driveway to Old Navy. The invert of a new SMH needs to be built with sweeps to smoothly connect the inlet pipe(s) with an outlet pipe. 15.Provide design information for the proposed sanitary pump station including expected flows, wet well size, pump size and capacity, controls, etc. This pump station must have an external generator so it will operate in case of power outage. 16.Show or note how the proposed grease trap is connected to the 8" sanitary sewer lateral from the building. 17.The stormwater Infiltration system A and B should include notes and details such as number of units in each area, elevations of the inlets and outlets, elevations of the top and bottom of the stone bedding, cleanout ports, etc. 18.Provide calculations for sizing the 2 hydrodynamic water quality units. 19.The invert elevations in DMH2 and CB10, 9 and 8 should be raised to above elevation 85.5 so water does not back up into these structures routinely from the detention basin forebay. Other pipes and structure elevations may need to be adjusted also. 20.Provide detail drawings with elevations, pipe sizes and weir lengths for the detention basin outlet structure (OCS) that agree with the calculations in the stormwater report. The detail on sheet C-06 for the multi-stage outlet control structure has no elevations or pipe sizes and does not appear to reflect the outlet conditions modeled in the stormwater management report. 21.Provide elevations and details for the emergency overflow rip rap spillway and level spreader at the detention basin. 22.The sewage pump station and valve chamber detail needs to be printed larger so it is easier to read. 23.The wood guardrail detail should include steel backing plates to make this guiderail sufficiently strong and rigid to resist vehicles, especially where it is right between driveways or parking areas and the top of retaining walls. 24.1 suggest the standard duty pavement detail be modified to show 6" gravel under 6" processed aggregate base under 2" bituminous binder pavement and 1.5" bituminous top course. 25.The speed table detail should be modified to have 6 or 8 foot wide ramps, a 10 foot wide flat table and be 6" high so it is flush with the sidewalk and top of the curbs. Please let me know if you have any questions. 2 SOWN 8 4 - `�r�oSOR co� 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 TELEPHONE (860) 644-2511 November 13, 2017 Cameron General Contractors C/o Mark Grocki, P.E. VHB 100 Great Meadow Road, Suite 200 Wethersfield, CT 06109 Dear Mr. Grocki: RE: Appl. 17-38P, Evergreen Crossing Retirement Community (Cameron General Contractors - applicant) - request for a Special Exception to Section 7.3 Assisted Living/Independent Living Facilities and site plan approval for a 183,682 sf Senior Independent Living Facility with 130 units, on property located at 151 Buckland Road, Units 3, 4 and 8 totaling 18+ acres, Buckland Road Gateway Development zone Please be advised that the Public Hearing of the Planning& Zoning Commission in the above referenced matter has been scheduled for Tuesday, November 28, 20'17 at 7:30 p.m, in the Council Chambers of the South Windsor Town Hall, 1540 Sullivan Avenue. Someone must be present at the meeting to represent the application. Three signs advertising the hearing must be posted on the property for ten (10) consecutive days prior to the hearing and must be clearly visible from a town street. The signs must be posted on Buckland Road and Deming Street by Friday, November 17, 2017. Signs can be obtained in the Planning Department. If you have any questions, feel free to call 860- 644-2511 Ext 253, Monday - Friday, 8:00 a.m. - 4:30 p.m. Sincerely, Lauren Zarambo Planning Department Secretary E O U • s f!l November 30, 2017 vhb Ref: Evergreen Crossing Retirement Community Evergreen Walk South Windsor, CT Michele R. Lipe,AICP Director of Planning 1540 Sullivan Ave. South Windsor, CT 06074 Dear Ms. Lipe VHB is pleased to submit these responses to the following received Town Staff comments: • Walter Summers, Fire Marshal comments received via email on 10/10/17 • Jeff Folger, Environmental Planner comment letter dated 10/11/17 • Michele Lipe, Director of Planning comments Memo dated 10/23/17 • Jeff Doolittle,Town Engineer comments Memo dated 10/31/2017 October 10, 2017—Walter Summers, Fire Marshal,Town of South Windsor Comment 1: Verification and functional test of emergency interconnection between Manchester Water and Connecticut Water located in the Lowes parking lot. Response: We are waiting for notice that this connection is complete and operational. Comment 2: The approved site plan shall show the completion of the water main between LA Fitness and Old Navy. 100 Great Meadow Road Engineers I Scientists I Planners I Designers Wethersfield,Connecticut 06109 P 860,807.4300 \\vhb\proflWethemfield\42263.00\does\VARIOUS\Comments\2017-tt-30-Response too F 860.372.4570 comment letters.doa 1&Ref: Project No.42263.00 ��0 November 30,2017 Vhb Page 2 Response: This water main will be constructed as part of this project.We are currently coordinating with Fuss &O'Neill for the complete plans to show the watermain between LA Fitness and Old Navy. VHB knows of no reason why this will not be completed in the near future. Comment 3: The sidewalk on the South side of the A wing be widened to 10 feet and at least 15 feet from the building. This provide the Fire Department solid surface to use ground ladders to access upper units on this side of the project. Response: The sidewalk has been widened and moved accordingly. October 11,2017—Comment letter by Jeffrey H. Folger, Environmental Planner,Town of South Windsor Comment 1: The construction sequence must provide more detail on the timing of the construction of the retaining wall and the filling of the site to minimize the migration of sediment during filling and grading. Response: The construction sequence has been updated accordingly to provide more detail on the" initial phase of construction.An additional phase sheet has been included in the planset (the 2 E&S sheets are C-05.0 and C-05.1)to show the initial phase of construction.VHB will be happy to work with Town Staff to amend this plan, if needed, prior to building permit submission. Comment 2: The E&S plan mentions diversion swales and temporary sediment traps, but none are shown on the plan. Please show the measures applied on the plan with corresponding details. Response: The E&S plans have been revised to show the proposed diversion swales and temporary sediment traps accordingly. Comment 3: Gabion baskets are shown in the detail sheet, but not shown on the E&S plan. \\vhb\proj'\Wethemfield\42263A0\docs\VARIOUS\comments\2017-11-30-Response to 4 - comment letters.doa J / , Ref: Project No.42263.00 November 30,2017 h b Page 3 Response: The gabion basket detail is provided on sheet C-06.3. The gabion basket is intended to be a final construction item. It provides the division between the sediment forebay and stormwater basin. Comment 4: 1 would strongly recommend that gabion baskets filled with wood chips be installed prior to the outfall of the proposed detention basin to add an additional measure of filtration during construction. Response: The E&S plan has been revised to incorporate a wood chip-filled gabion basket at the outfall location for an additional measure of filtration during construction. October 23,2017—Memo by Michele R. Upe,AICP, Director of Planning,Town of South Windsor General Comments Comment 1: With Evergreen Walk LLC recent general plan update approval for this use/area,there were several items noted to be addressed at the time of this site plan. Below are approval conditions taken from the May 25t" letter and the status of each with this application: 1. At the time of site plan submission,the Commission will review all specific details of the project, including, but not limited to, the following concerns raised during the General Plan of Development update application process: • Completion of the water loop for the site; Not shown • Completion of final pavement(from Cedar Avenue heading south); completed • Timeframe for removal of structures on site (old barns and vacant houses along Buckland Road); Not indicated • Timeframe for completion of the walking trail; Not shown or indicated • Establishment of a road network for the new proposed Independent Living Facility to Cedar Avenue and Hemlock Ave so that there are two primary access roads to the new proposal. Proposed on plan Response: The water loop is shown on the plans and is coordinated with Fuss &O'Neill. Fuss & O'Neill will be designing the water line from Old Navy to LA Fitness and in the new access road from Tamarack to Evergreen Way. \\vhb\proj\Wetherstfield\d2263.00\docs\VARIOUS\Comments}2017-11-30-Response to 4 comment letters.doa Ott Ref: Project No.42263.00 .1�i November 30,2017 Page 4 Vhb We have shown the extension from Hemlock Ave to the new Tamarack Ave.We have also added a fire lane access road from Tamarack Ave to Evergreen Way for emergency services. We are working with the Owners to provide a timeframe of completion for removal of structures on site and.completion of the walking trails. Site Plan Comments Comment 1: The address for this property will be 900 Hemlock. Please add that to the plans. Response: The plans have been revised accordingly. Comment 2: Elements of the surrounding area (particularly the parking areas and drives) should be shown to better show the development in context of what is currently out in the field. Response: The existing conditions survey has been updated to depict additional surrounding area. Comment 3: Proposed and existing tree lines should be shown on the plans. Are any trees proposed to be saved? Additional landscaping may be requested once the new tree line is established. It is difficult to determine without any benchmarks in the field. Response: Existing and proposed tree lines are now depicted on the revised plans. Comment 4: Section 7.3.8 requires one and half acres of outdoor recreation area(s). Please revise the plan as we discussed showing the recreation areas. Response: We have revised the site plans and specifically Sheet C-2.2 showing the recreation area. Comment 5: Section 4.2.11.C.2 has specific requirements for parking that are not met. Section 4.2.11.C.2.d does provide for a waiver provision that the applicant should be requesting. \\vhb\prof\Wethersfield\42263.00\docs\VARIOUS\Comments\2017-11-30-Response to 4 comment letters.doa Ref:Project No.42263.00 r���, November 30,2017 � - i Page 5 hb Response: We will request a waiver for Section 4.2.11.C.2 for the proposed parking configuration. Comment 6: Where will shuttle bus be stored? An area should be reflected on the plans. Response: There will be 1 shuttle bus dedicated to the facility and it's parking spot will be located on the far left of the 7 parking spaces just south of Wing B.A"SHUTTLE BUS PARKING"sign is shown on the Site Plan. Comment 7: Are garages included in the parking calculation? Eliminate van spaces from the parking spaces if they are not needed. Response: Yes,the parking spaces within the garages are counted towards the total number of provided parking spaces onsite. The 2nd van ADA space has been replaced with a standard ADA space.See sheet C-2. Comment 8: How will the retaining wall look? Details of the walls should be provided. Response: A modular block retaining wall detail has been added to the planset.A catalogue cut of the retaining wall face is included with this letter. Comment 9: Connection to the walking trail should be shown.A general overall plan showing the sidewalk network would be useful to demonstrate the walkability to other parts of Evergreen Walk. Response: The plans show a sidewalk connection up to the existing walk in Hemlock Ave. The site plan has been revised to extend the gravel access path down the slope of the detention basin embankment in order to connect to the future walking trail to the west of the site. The general overall site plans are included. Comment 10: Additional crosswalks will be required in areas where the sidewalk meets the roadway. Response: Crosswalks are shown at all locations where sidewalks meet the roadway. \\vhb\proj\Wethersfield\42263.00\docs\VARIOUS\Comments\2017-11-30-Response too comment letters.doa Ref: Project No.42263.00 November 30,2017 Vhb Page 6 Comment 11: What are the details for the pump station, i.e. how high?Will screening proposed shield the station? Response: A detail for pump station is provided on sheet C-06.0. The pump station is an underground structure. It's control box is above grade (only a few feet high) and it will be screen by proposed plantings. It has been relocated, closer to a parking field for ease of accessibility. Comment 12: The landscaping at the intersections should be designed so that it does not impede any future site lines (turning south on Tamarack). Response: The landscaping has been reviewed and adjusted to not impede any sight lines. The most critical area is the area in the vicinity of the driveway that is just north of the monument sign.A sight line taken 15ft back from the traveled way is shown to the anticipated location of a stop sign for the future Tamarack Ave (south leg of intersection with the Hemlock Ave extension) and the only plantings proposed within the sight line are low-creeping blue pacific juniper shrubs and day-lilies which will not exceed 2ft. Maintaining an attractive landscape bed at the monument sign and screening for tenants was critical. Architecture and Design Review Comments Comment 1: Consider a darker color for the garage doors. Response: The client has agreed to proposing a darker color for the garage doors. Comment 2: Consider a lighter color for the roof. Response: The client has agreed to proposing a lighter color for the roof. \\vhb\prq'\Wethersfield\d22b3.00\docs\VARIOUS\Comments\2017-11-30-Response too comment letters.doa 10 Ref: Project No.42263.00 November 30,2017 Page 7 hb October 31,2017—Jeff Doolittle,Town Engineer,South Windsor Comment 1: The Plan needs to show how the section of Tamarack Ave to be built with this application will connect in the future to the existing Tamarack Ave to the south and north, including wetlands crossings and utility connections. Response: Included with this submission is the general overall plan which also shows the general overall sanitary and water utility layouts. I have included the 2 sheets in the planset as well as extracted the 2 sheets. Comment 2: Show the existing large trees and wood lines on and around these units. Response: We have revised the plans to show this information. Comment 3: The proposed alignment of Tamarack Ave and Hemlock Ave is different than the latest approved general plan. Explain the reasons for this difference. Response: Design of the roadway for both horizontal and vertical alignment changed as required to fit the site plan and the proposed grades of the site. Comment 4: Change the note at the north end of the section of Tamarack Ave to say "Future Bridge or Box Culvert...to be constructed by others". Response: The note has been revised accordingly. Comment 5: What may go into the triangle area (approx.0.8 ac) between the parking in the back of Old Navy and the proposed access drive from Tamarack Ave to Evergreen Way in the future? Can this area be included in this project for recreation, gardens or some other use? Response: This area is outside our unit and is reserved by the owner as future development. \\vhb\prof\Wethersfield\42263.00\docs\VARIOUS\Comments\2017-11-30-Response to 4 comment letters.doa Ref: Project No.42263.00 ILIM 0% November 30,2017 Page 8 v Comment 6: Where will snow be piled on this site in the winter, after clearing the driveways and parking lots? There is not a lot of room for snow storage. Response: Snow will be piled within landscaped islands where appropriate. As part of the association, our client will be allowed areas offsite for snow removal. Comment 7: The northern driveway around the building needs to be aligned more perpendicular to Tamarack Ave to provide better visibility and discourage speedy entrances and exits from this driveway. Response: The layout of the northern driveway has been adjusted to be aligned more perpendicular to Tamarack Ave. Comment 8: The two 25-foot-wide aisles in the front parking lot can be reduced to 24 feet and the curb line close to Tamarack Ave, pulled in a couple of feet. Response: We have left the 25-foot-wide aisles as-is but reduced the parking space depths to 18 feet.This resulted in more impervious area reduction. Comment 9: Will the fence on top of the eastern retaining wall be 6-foot-high black vinyl chain link like the other fence, or some other material? Response: The site plan have been revised to propose 4' black vinyl coated chain link fences at all retaining walls. A detail is provided in the planset. Comment 10: The northern end of the proposed Tamarack Ave is a little steep at about 8%. This slope should be reduced by raising the stretch of Tamarack Ave between the middle and southern driveways and increasing slopes there. The entrance to the middle driveway is flat as shown. Response: The driveway slope has been reduced to a 6.5%slope.The intent is to maintain a roughly flat grade near the middle entrance and not create an 'up-down'effect for the driver in a vehicle utilizing the middle driveway. \\vhb\pro)\Wethem ield\422G3.00\docs\VARIOUS\Comments\2017-t 1-30-Response to 4 comment letters.doaa `s® Ref:Project No.42263.001�i November 30,2017 two- Page 9 vhb Comment 11: Additional catch basins should be included on Tamarack Ave, across from CB 3 and 4. Also, add a pair of catch basins on Tamarack Ave uphill of the northern driveway and add a pair on the connector road between Tamarack Ave and Evergreen Way in the area of elevation 119-117. Another catch basin should be installed across the northern driveway from CB 7 and CB 8. Alternately, provide a gutter flow analysis showing what catch.basins are needed in these areas. Response: We have added the catch basins where requested and updated the Stormwater Report with the requested gutter flow analysis. Comment 12: Show the possible future extension and connection of the water main to the north and south of the proposed section of Tamarack Ave. Response: Included in the site plans are reference sheets by Fuss &O'Neill which show the proposed water main future connection at the northerly connector road and from Old Navy to LA Fitness. Comment 13: How will the parcels to the north and south and east of this site be served by sanitary sewer in the future? Does the proposed 8"sewer line and pump station in Tamarack Ave need to be sized for future development. Response: The other parcels will have to have their own design to access the public sanitary sewer in the future.They may need to provide a private lift station as we did to connect. We are not providing capacity for other parcels in our pump station. Our proposed sanitary sewer routing has been revised and is no longer shown within Tamarack Ave. Comment 14: The location and configuration of where the proposed force main enters the gravity sanitary sewer on Hemlock Ave needs to change.We do not want the force main to enter a manhole directly across from a gravity line as the opposing flows will cause backups. The force main needs to end in a section of gravity pipe that connects to the existing gravity main in a new SMH located either north or south of the existing SMH on the corner of Hemlock Ave and the driveway to Old Navy. The invert of a new SMH needs to be built with sweeps to smoothly connect the inlet pipe(s)with an outlet pipe. \\vhb\proj\Wethersfield\42263.00\docs\VARIOUS\Comments\2017-11-30-Response to 4 comment letters.doa Ref: Project No.42263.00 1� 1p0 November 30,2017 `�vhb Page 10 Response: The proposed sanitary connection into Hemlock has been revised as shown on the updated Utility Plan.A new manhole connection is proposed. The proposed sewer manhole(SMH) detail provides an internal shelf made of sewer brick(i.e. sweeps) to smoothly connect the inlet pipes to outlet pipes. Comment IS: Provide design information for the proposed sanitary pump station including expected flows,wet well size, pump size and capacity, controls, etc. This pump station must have an external generator so it will operate in case of power outage. Response: The additional design information has been updated on the pump station detail. The building will be fitted with an external generator and power from said generator will be routed to the grease trap.This has been noted on the detail as well. Note that a memo documenting the anticipated sewage effluent has been submitted with our first submission. Please don't hesitate to contact me if you need more information provided on the plans. Comment 16: Show or note how the proposed grease trap is connected to the 8"sanitary sewer lateral from the building. Response: The Architectural plumbing plan which details the grease trap and connections is provided in the site plans. Sheet P101-C shows the location of the external grease traps and greasy waste Iines.'Sheet P07 shows an enlarged view of the kitchen view which shows the greasy waste lines through the building. Sheet P401 provides the specifications of the GT-1 grease traps (GT-1 is at the bottom of the schedule). Comment 17: The stormwater infiltration system A and B should include notes and details such as number of units in each area, elevations of the inlets and outlets, elevations of the top and bottom of the stone bedding, cleanout ports, etc. Response: Additional notes have been added at infiltration systems A and B that reflect the drainage design provided in the HydroCAD printout in the Stormwater Management Report. Comment 18: Provide calculations for sizing the 2 hydrodynamic water quality units. \\vhb\proj\Wethersfield\42263.00\docs\VARIOUS\Comments\2017-11-30-Response to 4 comment letters.doa v Ref: Project No.42263.00 4�; November 30,2017 enf Page 11 Response: Water Quality Flow calculations have been provided in the updated Stormwater Management Report. Please note only 1 hydrodynamic water quality unit is proposed on site.A detail has been provided on sheet C-06.3 "Site Details 4". It is sized to accommodate the required WQ flow and peak flow bypass. Comment 19: The invert elevations in DMH2 and C1310, 9 and 8 should be raised to above elevation 85.5 so water does not back up into these structures routinely from the detention basin forebay. Other pipes and structure elevations may need to be adjusted. Response: The inverts of DMH and C1310, 9 and 8 have been raised accordingly. Comment 20: Provide detail drawings with elevations, pipe sizes and weir lengths for the detention basin outlet structure (OCS)that agree with the calculations in the stormwater report. The detail on sheet C-06.1 for the multi-stage outlet control structure has no elevations or pipe sizes and does not appear to reflect the outlet conditions modeled in the stormwater management report. Response: The OCS detail has been updated to match the stormwater management report. Comment 21: Provide elevations and details for the emergency overflow rip rap spillway and level spreader at the detention basin. Response: The detail for"Overflow Stone Swale" is provided on Sheet C-6.1.The detail provides a pre-cast concrete curb (level spreader) at the top of the swale's crest. Elevations for the overflow riprap and top of embankment are provided on the detail. Calculations for the riprap scour hole at FES5 are provided in the drainage report. Note that even though there is a riprap emergency overflow swale set at elevation 86.5 (top embankment 88.0), the water elevation for the 100-yr storm is at elev.85.54 (see HydroCAD printout in Stormwater Report).There is essentially 1ft of freeboard provided to the emergency overflow Swale and 2.5ft to the top-of-embankment elevation. Comment 22: The sewage pump station and valve chamber detail needs to be printed larger so it is easier to read. Response: The sewage pump station and valve chamber has been enlarged on sheet C-06.0 \\vhb\prodWethersfield\42263.00\docs\VARIOUS\Comments\2017-11-30-Response to 4 - comment letters.dooc Ref: Project No.42263.00 Loj* November 30,2017 Page 12 Vhb Comment 23: The wood guardrail detail should include steel backing plates to make this guiderail sufficiently strong and rigid to resist vehicles, especially where it is right between driveways or parking areas and the top of the retaining walls. Response: The guardrail detail has been revised to depict a steel-reinforced guard rail design. Comment 24: 1 suggest the standard duty pavement detail be modified to show 6" gravel under 6" processed aggregate base under 2" bituminous binder pavement and 1.5" bituminous top course. Response: The pavement section has been modified with 6"gravel and 6" processed aggregate, but we would respectfully like to maintain a 1.5" binder and 1.5"top course of pavement. Comment 25: The speed table detail should be modified to have 6 or 8-foot-wide ramps, a 10-foot wide flat table and be 6" high so it is flush with the sidewalk and top of the curbs. Response: The speed table has been revised accordingly. We trust you will find these responses satisfactory. If you wish for additional information, please contact me at your earliest convenience. Sincerely, Mark R. Grocki, PE, LEED AP BD+C, CPESC Senior Project Engineer mgrocki@vhb.com \\vhb\proj'\Wethersfield\42263.00\dots\VARIOUS\Comments\2017-11-30-Response to 4 comment lettem.doa - E 0 x 000 November 30, 2017 Ref: 42263.00 Ms. Michele Lipe Director of Planning Planning Department 1540 Sullivan Ave South Windsor,CT 06074 Re: Evergreen Crossing Retirement Community Senior Independent Living Facility RECE�VE� 900 Hemlock Avenue South Windsor, CT N0� � ���7 TRANSMITTAL—Planning &Zoning Application Special Exception&Soil Erosion Control ' Dear Ms. Lipe, VHB, on behalf of our client and applicant, Cameron General Contractors, is pleased to submit the following information for the new proposed Senior Independent Living Facility located in the Evergreen Walk development in South Windsor, CT: 1. Seven (7) copies if the Site Plans revise dated to 11/30/17 2. Two (2) copies of the Response-to-Comments letter dated 11/30/17 3. Two (2) copies of the revised Stormwater Management Report dated 11/30/17 4. Two (2) copies of the"Resort Lifestyle Communities, Inc. Community Profile" letter 5. Two (2) copies of the Lock& Load retaining wall brochure 6. Two (2) copies of the FLB Architecture &Planning, Inc. "Evergreen Walk" powerpoint 7. Two (2) copies of the 2 plans titled "Preliminary Plan of Development, Exhibit 3 —Sanitary Sewer" and "Preliminary Plan of Development, Exhibit 2—Water Supply" (i.e.'general overall plans') by FLB Architecture & Planning, Inc. 100 Great Meadow Road Engineers I Scientists I Planners I Designers Wethersfield,Connecticut 06109 P 860.807.4300 \\vhb\prodWethersfield\42263.00\docs\Transmittals\Transmittal-2017-1 t-30-to P&Z.doa F 860.372.4570 Ms. Michele Lipe Director of Planning �r Ref:42263.00 `. �s November 30,2017 '�� h b Page 2 Should you need any additional information, please do not hesitate to contact me.Thank you and I look forward to working with you on the success of this new project. Sincerely, Vanasse Hangen Srustlin, Inc. Mark Grocki, PE Senior Project Engineer mgrocki@vhb.com \\vhb\prof\Wethersfield\42263.00\docs\Transmittals\Transmittal-2017-11-30-to P&Z.d— \\v b\p 0j\Wethersfldd\42263.00\cad\Id\Plonset\42263.W—LMAd g E O V Lr . .. a ...... .. - 0! uw r of '4; nr '• , i 6 \ 100 Great Meadow Road Suite 200 Wethersfield,CT 06109 GQQP \ 860.807.4300 - Pvv Owner o Evergreen Walk LLC \ / A Connecticut Limited Gary B w�NG Liability Company 1109 Rose Lane Virginia Beach,VA 23451 ryk ® i I a4j Applicant Cameron General Contractors S040 Eiger Drive incoln,NE 68516 Ph:402.420.3149 � — Parcel No: - I Xaz2 / fir=" "'_.-- ——_ Unia ue ID:1338 e --------^�Oa / N 0 4 y :•/ ; o�o0 4 -. 1 u, Co ti I i Legend X\ RECREATIONAL ARFA6 40 0 40 80 1 •\•` \\ / I SCALE IN FEET \ - E3 / I Evergreen Crossing \ / I Retirement Community Unit 3,Unit 4,and Unit 8 Hemlock Ave and Buckland Rd i \ South Windsor,CT 06074 i A w/NG \ O �y i F� Loca rova September 27,2017 Not Approved for Construction i Exhibit i Recreational Areas 42263.00 Lipe, Michele From: Summers,Walter Sent: Thursday, December 7, 2017 10:49 AM To: Lipe, Michele Cc: Kevin Cooney fire dept, Brian Peck Subject: Response to Evergreen Crossing Michele, Here are my responses to VHB submittal dated November 301h concerning Evergreen Crossing Retirement Community Comment 1: Interconnection in Lowes Parking Lot Response: Letter must be filed with the Town as a condition for receiving any temporary or final of Certificate of Occupancy. Comment 2: Water Main completion between La Fitness and Old Navy Response: Water main shall be shown on final Planning and Zoning approved site plan drawings and be a condition for receiving any temporary or final of Certificate of Occupancy. Thanks Walter Summers, Fire Marshal .Mail: 1540 Sullivan Ave., South Windsor, CT., 06074 Office: 232 West.Rd 860-282-0669 Ext I www.southwindsoL.org Working.Smoke Alarms and Carbon Monoxide Alarms Saves Lives Please be advised that all emails to and from the Town of South Windsor are subject to FOI requests. This e-mail message is intended only for the named recipient(s) above. It may contain confidential information that is privileged or that constitutes official work product. If you are not the intended recipient, you are hereby notified that any use, dissemination, distribution or copying of this e-mail and any attachments) is strictly prohibited. i !L3 FLB Architecture & Planning, Inc. 19 Silver Lane East Hartford CT 06118 (860)568-4030 fax: (860)568-5129 e-mail:flb@flbarch.com web:www.fibarch.com TO: Michele Lipe, Town Planner Town of South Windsor FROM: Alan F. Lamson, AIA AICP DATE: December 7, 2017 RE: Evergreen Walk Unit 3, Cameron Application Project No. 99508.14 You have requested information regarding two items that were part of the latest approval of the General Plan of Development. This is information that should come from the owner of the property, Evergreen Walk LLC. 1. What is the current plans for disposition of the houses and barns on the property of Evergreen Walk LLC? a. There are three barns on the property—one along the frontage of Buckland Road on what is identified as Unit 16 and two at the rear of the property (west side) on what is identified as Unit 13. b. One of the barns on Unit 13 has previously collapsed. When the standing barn on Unit 13 is removed, the material from the collapsed barn will also be removed. c. The intent is that the remaining two barns will be disassembled and removed from the property by an entity that will store the materials with the intent to erect the barn on another property. The barns will not be demolished but will be reused at some point in time. The barn on Unit 16 must be removed as part of the anticipated development on Unit 16 for which an application for site plan of approval will be soon submitted. It is the intent that the barn on Unit 13 will be removed at the same time. d. The two houses on Unit 5 will be demolished when development of Unit 5 is approved and commenced. One of these houses contains some level of asbestos and lead paint. This makes removal of the houses quite expensive — an expense that will be covered with the development of the property. 2. What is the current schedule for completion of the trail system at Evergreen Walk? a. With the approval of the development on Unit 3, the developer of that parcel must complete the trail system that is shown as part of Unit 3. (approximately 300 lineal feet) b. The trail system on Unit 7 is to be completed by the developer of the housing on Unit 7 as part of his site work. That trail system is to be completed up to Unit 8 as part of that work. (approximately 900 lineal feet) c. Evergreen Walk LLC will complete the main part of the trail system between Unit 7 and its connections to Unit 8 and the trails installed on Unit 3. (approximately 1,000 lineal feet) d. Subsequent expansion of the trail system will be completed as developments on Units 12 and 13 are approved by the PZC. Encl. Trail map marked up to reflect the above c: file Evergreen Walk LLC Atty. John Mallin Ron Bomengen, Fuss & O'Neill PA99508.14\Cameron Proposal 2016\2017 Response Re Barns&Trails\ML 171207 Responses Re Barns&Trails.Dotx P ' IN SHEET i �`. •( � SHEET 1 I EE SHEET =: SHEET2SHEE r J /` �'� SHEET2 SHEETS OMNI" ' Z �SX1EWAtK a ��'�cr_s=r,_"^ \ _. ' � ❑ '-'-----•—....! jf �NNNftlffliki!{1HHMM1 , ��rs>r�► AM— OAWLqw C p LVJT- ( } j 6HNHiLNi1H4MMMfIFD ---'a ow Eau+r3eE- .rw••+r..rtrlrUY uL,-C7 Q LANE BIKE IANF SACRrMFli�'"' �. RBCO MB ORD STORMWATER MANAGEMENT REPORT RECEIVED Nov 30 011 SOUTH yVINDSOR p�ttjiNG DEFT, re e n Crossing Ever g � Retirement Community 900 Hemlock Avenue South Windsor, Connecticut 1 PREPARED FOR Cameron General Contractors/ Resort ' Lifestyle Communities 8040 Eiger Dr. ' Lincoln, NE 68516 PREPARED BY �«vI ICJ 100 Great Meadow Road �•.v■■■■■■••••••• Suite 200 �o`'�°,O V���olft °•��'�. Wethersfield, CT 06109 ��.`'�w�,�' R coo��f''•,� 4 • 860.807.4300 September, 2017 * 3 ' : Yd No. 2723 REV: November,2017 #f''l� (revisions are in BOLD ITALICS) 1 1 1 1 Table of Contents 1 1 Tableof Contents..............................................................................................................i ' Stormwater Report Narrative........................................................................................1 ProjectDescription....................................................................................................................1 SiteDescription..........................................................................................................................1 1 Existing Drainage Conditions................................................................................................2 Proposed Drainage Conditions............................................................................................2 1 List of Figures Figure 1: Site Location Map 1 Figure 2: Existing Drainage Conditions Figure 3:Proposed Drainage Conditions 1 List of Tables Table 1: Existing Conditions Hydrologic Data Table 2: Proposed Conditions Hydrologic Data 1 Table 3.Peak Discharge Rates Table 4.Peak Volume Discharge Appendices ' Appendix A:Additional Mapping NRCS Web Soil Survey Information FEMA Mapping Appendix B: Long Term Stormwater Operation and Maintenance Measures Appendix C: Erosion and Sedimentation Control Measures Appendix D: Infiltration Testing by Geotechnical Engineer ' Appendix E: Hydrologic/Hydraulic Analysis Rainfall Data Water Quality Volume&Flow, and Sediment Forebay Calculations ' Flared End Section Riprap Protection Calculations HydroCAD Analysis: Existing Conditions HydroCAD Analysis:Proposed Conditions 1 StormCAD Table&Gutter Flow Analysis 1 ' Uvhb\pmj\Wethetsfie1dM2263.00\repo ds0rainage442263.00 Stormwater i Table of Contents Management Report.dou �hb 1 1 Stormwater Report Narrative 1 1 Project Description P 1 The project includes the construction of an approximately ±68,400 SF (footprint) Senior Independent Living Facility building, supplementary landscaping improvements, parking fields and garages, retaining walls, a stormwater management 1 system, and utility improvements to support the use. The Project Site is a parcel of land labeled as"Unit 3"within the overall Evergreen Walk development area,off of Buckland Road in South Windsor, CT(west of the Old Navy retail store). Tamarac 1 Avenue is proposed to be extended through the site as part of the development, as well as auxiliary roads connecting into Hemlock Avenue and Evergreen Way. 1 1 Site Description 1 The total area for Unit 3 is approximately ±18-acres, however due to wetlands onsite, only 8-acres of land is developable (see Figure 1). For purposes of this report, only those 8-acres proposed for development are described. The Site is bounded by 1 wetlands and undeveloped land to the west, and commercial development to the north, east, and south.The site is currently zoned as Buckland Gateway Development district. 1 Wetland Resource Areas on the Site include an approximate ±7-acre wetland system located within the western and northern portions of the property. There is an established 40ft non-encroachment buffer offset from the wetland line (shown dashed 1 on the included survey plan) established by the Connecticut Department of Environmental and Energy Protection (CT DEEP).The development does not propose any im prove ments'beyond this 40ft buffer limit. There is a watercourse located in the 1 northern portion of the site. The watercourse will remain unaltered other than a new bridge crossing for the Tamarac Avenue extension. 1 Per the National Resources Conservation Service(NRCS), surface soils on the Site include Ludlow Silt Loam (Hydraulic Soil Group C, slow infiltration rate potential), Branford Silt Loam (Hydraulic Soil Group B, moderate infiltration rate potential), and a 1 small portion of Urban Land (Hydraulic Soil Group D,very slow infiltration rate potential), see Appendix A for more information. 1 1 \\vhb\proj\WethemfieldM2263.00\repor ts\Drainage\42263.00 Stormwater Management Repod.docx Jwhb ' Existing Drainage Conditions The existing Site is generally comprised of grassy and overgrown fields with some ' woodland vegetation sporadically growing throughout. There is a large mound/ hillside located in the eastern portion of the site. Under existing conditions, onsite stormwater runoff flows overland generally in an east-to-west direction towards the ' onsite wetlands. There is a watercourse located in the northern portion of the site. The northerly portion of the site does drain to the north into this watercourse, but eventually the watercourse does combine with the onsite wetland system.The onsite wetlands are noted as Design Point"A". Infiltration testing has been performed by Terracon geotechnical engineers in June, ' 2017 (included in Appendix D).The results of their testing indicate infiltration rates of the existing soils between 0.6 - >0.1 inches/hour. The infiltration testing classified the soils as sandy clay loam and sandy loam material. ' Figure 2 illustrates the existing drainage patterns on the Site. Currently,the Site is divided into 1 drainage areas as stormwater runoff flows to 1 Design Points,which have been identified as Design Points"A" (Wetlands). Table 1 below provides a summary of the existing conditions hydrologic data. Table 1 Existing Conditions Hydrologic Data ' Discharge Design Area Curve Time of Drainage Area Location Point (acres) Number Concentration(min) ' Existing Site(1) Wetlands A 8.7 63 15.3 ' Proposed Drainage Conditions ' The proposed site will include the development of a new ±68,400 SF (footprint) senior independent living facility building, associated parking lots and parking garages, landscaping, new utilities, retaining walls, and a comprehensive stormwater management system that has been developed in accordance with the 2004 CT Stormwater Quality Manual and the Town of South Windsor's stormwater regulations. The site earthwork will involve significant cut and fill excavations in order to accommodate the proposed grades, up to 20ft of cut or fill in some locations. Under proposed conditions, stormwater runoff from the site will be collected and treated by a series of best-management practices (BMP's), including catch basins ' 11vlllpmj\Wethersleld44.63.00kepor ts\DrainageW2263.00 Stormwater 2 Management Reporl.dou �hb 1 fitted with 4ft deep sumps and hooded outlets, hydrodynamic separator water quality units, an Extended Detention Shallow Wetland System, and two (2) underground infiltration systems (see Water Quantity and Quality section, herein).The proposed stormwater management system has been designed to treat the one inch Water ' Quality Volume as well as provide for proper pretreatment prior to discharging of stormwater to the design point. 1 As noted previously,the infiltration potential for the existing soils onsite are very low. However, per the Town of South Windsor's stormwater regulations,the stormwater management system has been designed to match peak flow from existing to 1 proposed conditions, and also reduce volume to the maximum extent practical. Further discussion on how to achieve the reduction in volume from existing to proposed conditions is included under the description for the Underground Infiltration ' System, herein. 1 Figure 3 illustrates the proposed "post construction" drainage conditions for the project.As shown,the Site is divided into 2 drainage area that discharge treated stormwater to the 1 existing Design Point.Table 2 below provides a summary of the proposed conditions hydrologic data. Table 2 Proposed Conditions Hydrologic Data Time of 1 Design Area Curve Concentration Drainage Area Discharge Location Point (acres) Number (min) Basin and 1 P then 1 Site(1) Forebway then to to A 7.4 83 5.0 Wetlands Underground 2P then Building(2) Infiltration then to to 1P 1.6 98 5.0 Basin&forebay then to A then to Wetlands ' Regarding Soil Erosion and Sediment Control, refer to Appendix C and the Soil Erosion and Sediment Control Plan (included in the Site Planset)for additional information. Recommended long term operations and maintenance of the stormwater management system is provided in Appendix B. 1 1 - 11vhbtproj\WethersleldM12263.00Vepor tstDrainagel42263.00 Storms ater Management Report.doc hb 1 Water Quantity and Quality Control Due to the nature of the existing soils, as well as the information documented in the NRCS soil mapping, and the close proximity to the wetlands,the soils onsite are anticipated to have very slow infiltration rates.Therefore, stormwater management techniques and low-impact design techniques which rely on infiltration of stormwater are not considered to be a practical option for the Site's stormwater management and treatment measures. However, primary water quality treatment measures proposed onsite will be provided by a combination of non-structural/vegetative basins and proprietary devices.Volume reduction is designed to the maximum extent practical with underground infiltration chambers (see "underground infiltration system" for infiltration methodology).The following describes the Water Quality and Quantity ' treatment control methods: Extended Detention Shallow Wetland The Extended Detention Shallow Wetland is a stormwater detention basin located at the rear of the property("detention basin"). The Detention Basin is designed as an engineered stormwater wetland to provide for water quality using the "plug flow principle", as per the 2004 CT Stormwater Quality Manual. The key component of this engineered wetland is to maintain a permanent pool as well as provide specific wetland vegetation. The Detention Basin will be fitted with an outlet control structure to reduce peak flow runoff when comparing existing to proposed conditions. Per the CT manual,the plug flow principal relies on incoming water to displace the water retained in the system from the previous storm event.This is accomplished by maximizing length vs.width ratios and by creating distinct cells along the treatment ' path.The shallow wetland onsite is designed to retain the Water Quality Volume (WQv) in a permanent pool. The value provided by this process is that a portion of the"new"polluted runoff is retained and the "old"treated water is discharged from ' the wetland,thereby allowing extended treatment of the WQv. Specific wetland vegetation and plantings are proposed within various cells of the engineered wetland. High pollutant removal efficiencies are dependent on a dense cover of emergent plant vegetation within the various cells of the engineered wetland. The various cells include a low-marsh, high-marsh, and slope embankments. The low- marsh area is a serpentine area throughout the basin, set 1-2 feet below the high- marsh area.Wetland plants that tolerate intermittent flooding and dry periods are proposed in the low- and high-marsh areas. The advantages of an engineered ' wetland include maximizing efficiency at removing both particulate and soluble pollutants, providing aesthetic benefits, providing wildlife habitat, and providing the ability to attenuate peak runoff from stormwater events. ' The Extended Detention Shallow Wetland will be constructed with a pre-treatment forebay(riprap forebay) designed with enough volume to match 25%of the WQv. ' Prior to the outlet of the basin will be a micro pool for additional solids removal and \Whb\pmj\Wethersfield\42263.00Vepor 4 ts\Drainage\42263.00 Stormwater Management Report.do" hb to avoid resuspension of particles. A draw-down pipe shall be incorporated at the ' outlet to allow the water to drain from the basin during times of repair or inspections, as needed. Due to the poorly draining soils, infiltration is not taken into account in the proposed analysis and design. Underground Infiltration System ' The underground infiltration system consists of two (2) open-bottomed plastic chamber systems embedded within clean-washed stone.The underground system is designed to detain and infiltrate stormwater runoff from the building's roof only. An outlet manhole will have an over-flow weir to control the release of larger storm events. ' In order to adhere to the Town of South Windsor's stormwater regulations,the two (2) underground infiltration systems are designed to infiltrate stormwater runoff from the roof of the building to the maximum extent practical. As noted earlier in the report, portions of the site will be filled by as much as 20ft. It is recommended by the geotechnical engineer to import structural fill in lieu of using the existing silt/clay soils onsite to raise site grades. Therefore,the proposed underground infiltration systems will be installed within the structural fill elevation of the site. It is a reasonable assumption that the structural fill will have an infiltration rate greater than the existing soils.An assumed infiltration rate of 2-inches/hour is used in the stormwater calculations. By installing the underground infiltration systems within the structural fill medium,this will allow the roof runoff to infiltrate and disperse within the structural fill to the maximum extent practical and thus attempt to adhere to the ' volume reduction requirement by the Town of South Windsor's stormwater regulations. Water Quality Units The hydrodynamic structural water quality units will provide pre-treatment to ' stormwater runoff prior to entering the stormwater basin at the rear of the property. The units efficiently remove total suspended solids (TSS) and free oil from the stormwater run-off. The units prevent the resuspension of settled material, and allow ' for safe and easy removal of collected material. Catch Basins with Sumps and ' Oil/debris Traps Catch basins at the site are to be constructed with sumps (minimum 4-feet) and oil/debris traps to prevent the discharge of sediments and floating contaminants. Catch basins will be cleaned twice per year. \\vhb\proj\WethemfieldW2263.00\repor S ts\Drainage\42263.00 Stonnwater J Management Report.doa hb Source Control A comprehensive source control program recommended for the site includes:regular .pavement sweeping, catch basin cleaning, and enclosure and maintenance of all dumpsters, compactors, and loading areas. Details of the ongoing Stormwater Management Practices for the developed site are included in the Stormwater Management System Long Term Operation and Maintenance Plan are included in Appendix B. Hydrologic/ Hydraulic Analysis ' The rainfall-runoff response of the Site under existing and proposed conditions was evaluated for storm events with recurrence intervals of 2, 10, 25 and 100-years. Rainfall volumes used for this analysis were based on the NOAA National Weather Service ' Type III, 24-hour storm event for Middlesex County,they were 3.10, 4.91, 6.03, and 7.77-inches, respectively. Runoff coefficients for the existing and proposed conditions, as previously shown in Tables 1 and 2,were determined using NRCS Technical Release 55 (TR-55) methodology as provided in HydroCAD.The HydroCAD model is based on the NRCS Technical Release 20 (TR-20) Model for Project Formulation Hydrology (see Appendix E for calculations). Drainage areas used in the analyses were described in previous sections and shown on Figures 2 and 3. The HydroCAD model is based on the NRCS Technical Release 20 (TR- ' 20) Model for Project Formulation Hydrology. Detailed printouts of the HydroCAD analyses are included in Appendix E.Table 3 presents a summary of the existing and proposed conditions peak discharge rates. \\vhb\proj\Wethersfield\42263.00\repor ts\Drainage\42263.00 Stormwater 6 Management Report.dou hb I Table 3 Peak Discharge Rates (cfs*) Design Point 2-year 70 year 25- ear 100 year Design Point A: Wetlands Existing 2.5 10.2 16.2 26.4 Proposed 7.1 9.5 15.4 23.4 * Expressed in cubic feet per second The results of the analysis indicate that there is no increase in peak discharge rates between the pre- and post-development conditions for the 2-, 10-, 2S- and 100-year storm events. Table 4 presents a summary of the existing and proposed conditions peak volume rates. Table 4 Peak Volume Discharge (ac-ft*) Design Point 2-year 10 year 25- ear 100 year Design Point A: Wetlands Existing 0.3 7.1 1.6 2.5 Proposed with NO INFILTRATION 0.5 1.7 2.4 3.6 Proposed WITH infiltration 0.3 * Expressed in acre-feet The results of the analysis indicate that there is a general match in peak volume rates (with a negligible increase in the 70, 25 and 100-yr storms) between the pre- and post-development conditions with infiltration proposed for the roof runoff.As noted in Table 4, if no infiltration were proposed and if the roof runoff were directed towards the rear Detention Basin, the amount of total volume discharging from the site is significantly more than including the underground infiltration chamber systems. Therefore, including the underground infiltration for the roof runoff in the proposed design maximizes the infiltration potential of the site. Since the Detention Basin at the rear of the property cannot account for infiltration due to the existing soils, utilizing these underground chamber systems will yield the highest volume reduction possible,thus stormwater volume has been reduced to the maximum extent practical and the intent of the Town of South Windsor's stormwater regulations is met. \Whb\prof\Wethersfield412263.00trepor 7ts\Drainage\42263.00 Stoonwater Management Repoit.do b September 26, 2017 .: • •� • s 33 OF Y _ Site Location 31 • o ' N fi c f Ow see 7 G • , a! � N 7 _�.. •• •••.� •i••• OO 1 0 350 700 1400 Feet Site Location Map Evergreen Way South Windsor,CT 06074 � hb Figure 2: Existing Drainage Areas 1 \\vhb\proj\WethersfieldW2263.00Vepor n ts\Drainage\42263.00 Stonnwater 7 Management Report.d= \\vhb\proj\Wethersfield\42263.00\tech\Hydro\42263.00 EX Conditions.dwg MAP RFC Of AI t 84 r ' " ; x78.1 - x -71 f 6 Legend � J J x79.5 p' » p 108 SYMBOLS NX Ar M ^ / � x80.8' �. � �'XIS, / / = ' ' �( DESIGN POINT �" Re � /NF � , � � � X �> / ff %' � / 'x12'4 DRAINAGE AREA _ � 80.5 � � i X DESIGNATION x78.5 / t I , xt31 € i I t 5, I ip ',�z ' ` Jim£' POND xN , Al J x83 4' Ix8fi 's . AP w/ x80.6 LINETYPES 447 tti DRAINAGE AREA '. BOUNDARY X" M xt2r:4' _ _ TIME OF CONCENTRATION FLOW LINE '� 32B - SOIL TYPE BOUNDARY xs � ' — — 100' BUFFER ZONE • y WETLAND BOUNDARY } r` Xy7,7 € 4-220 4-219 x9Q.6� hi r SCS SOIL CLASSIFICATIONS x82. 7 N 0'31 )T' E 108 4.6 71 d� SCITICO, SHAKER, AND P X9(1'4 9 ; _= e MAYBID SOILS Gj /f _ i x98 s ELMRIDGE FINE SANDY 28 LOAM x863 , f 7 / li' c r -CB RiM 36 1036 1711. fg /N PES Cep 41j '.. ,6. w HAVEN AND ENFIELD e CPP 1, rer N��9 (nf R/Ma 32 SOILS i NO A '_. 24L�p6• y��4�sT6 w B 31' CPP • ,.` •. CPP / C- f' 1c107.0' cR 108 SACO SILT LOAM Cg CS GYV 1�50 RB V �9?3 /NMI/09 w V A _ OC- Rp$z.. a1p3T X1132.5 Cg 8g /NVB 99 p. (Np��10 53, p i r*yfEF 1 Existing Drainage Conditions Figure 2 Proposed Retirement Community ". Evergreen Walk 5/26/2017 0 50 100 Feet South Windsor, Connecticut hb r Figure 3: Proposed Drainage Areas r r r r r r r r r r r r r r r r \\vhb\prof\Wethersfield\42263.00\repor 1O ts\DminageW2263.00 Stormwater Management Report.doox \\vhb\proj\Wethersfield\42263.00\tech\Hydro\42263.00 PR Conditions.dwg ✓V MAP R7(gN0 fyce o; Legend Owl 9 108 ` SYMBOLS �g e off.. X DESIGN POINT DRAINAGE AREA DESIGNATION / X POND LINETYPES rH /7Ilk _ DRAINAGE AREA 28B _. T BOUNDARY TIME OF CONCENTRATION Goo 4i " FLOW LINE ti 32B SOIL TYPE BOUNDARY e` 2P 100' BUFFER ZONE 4-220 4_iis WETLAND BOUNDARY SCS SOIL CLASSIFICATIONS ' 108 SCI , ER, AND I MAY ID SOILS 9 ELMRIDGE FINE SANDY Shp y, 28 LOAM i F � m ~ HAVEN AND ENFIELD 32 SOILS SACO SILT LOAM s .Vhb Proposed Drainage Conditions Figure 3 ij Proposed Retirement Community 5/26/2017 Evergreen Walk REV: 11/29/2017 0 50 100 Feet South Windsor, Connecticut j �i l Appendix A Additional Mapping 1 1 1 \\vhb\prof\WethemfieldW2263.ODtrepor 1 ts\DrainageW2263.00 Stonnwater Management Report.docx b N NRCS Web Soil Survey Mapping r r r f \\vhb\pmj%WethemfieldW2263.00Vepor tstDrainaget42263.00 Stormwater Management Report.doo �hb i 1 Appendix B 1 Long Term Operations and Maintenance Plan 1 1 1 1 1 1 1 ' \Whbtpmj=ethemfieldW2263.001repor 1 tstDrainageX42263.00 Stormwater 14 Management Report.doo Long Term Stormwater Maintenance Measures — The following is a recommended maintenance program proposed to ensure the continued effectiveness of the structural water quality controls previously described. Pavement Systems Standard Asphalt Pavement > Sweep or vacuum standard asphalt pavement areas at least once per year with a commercial cleaning unit and properly dispose of removed material. > Check loading area and dumpster areas frequently for spillage and/or pavement staining and clean as necessary. ' Structural Stormwater Management Devices Hydrodynamic Water Quality Units > Inspect devices monthly for the first three months after construction. > After initial three-month period, all water quality units are to be inspected at least four times per year and cleaned a minimum of at least once per year or when sediment reaches 8" in depth. > Follow manufacturer instructions for inspection and cleaning and contact manufacturer if system is malfunctioning. ' Catch Basins > All catch basins shall be inspected and cleaned a minimum of at least once per year, preferably in the spring after snowmelt and after final winter sanding. ' > Sediment (if more than six inches deep) and/or floatable pollutants shall be pumped from the basin and disposed of at an approved offsite facility in accordance with all applicable regulations. > Any structural damage or other indication of malfunction will be reported to the site manager and repaired as necessary > During colder periods,the catch basin grates must be kept free of snow and ice. > During warmer periods, the catch basin grates must be kept free of leaves, litter, sand, and debris. Underground Infiltration System > The underground infiltration system will be inspected at least once each year by removing the manhole/access port covers. ' \Whb\prof\WethemfieldW2263.00Vepor ` ts\Dminage\42263.00 Stormwater J Management Report.doo hb > If sediment or leaf debris is observed, an engineer should be contracted for evaluation and inspection and flushing with clean water and removed using a jet-vac may be required. > Review the Manufacturer's specifications and instructions for cleaning the system. > Outlet control structure and/or Emergency overflow pipes will be examined at least once each year and verified that no blockage has occurred. > System manholes will be observed after rainfalls to see if it is properly draining for first 6 months of operation. Roof Drain Leaders > Perform routine roof inspections quarterly. ' > Keep roofs clean and free of debris. > Keep roof drainage systems clear. > Keep roof access limited to authorized personnel. ' > Clean inlets once per year as necessary. Vegetation Management Extended Detention Shallow Wetland Detention Basin ' Initial Post-Construction Inspection > The Extended Detention Shallow Wetland should be inspected after every major storm for the first 3 months to ensure proper stabilization and function. Long-Term Maintenance > The grass on the side slopes should be mowed at least once per year.grass clippings, organic matter shall be removed.Accumulated trash and debris removed. > Eroded or barren spots should be filled with loam and reseeded immediately after inspection to prevent additional erosion and accumulation of sediment. > Sediment should be removed from the basin as necessary. Removal procedures should not take place until the floor of the basin is thoroughly dry. o Utilize draw-down pipe during inspection, if necessary. ' > Should the basin floor be inundated with sediment,the accumulated sediment shall be scraped out to a depth determined by an engineer to achieve normal infiltration potential, and re-filled with a sandy- loam to the bottom elevation as noted on the plans, and re-planted for stabilization. Inspections and Cleaning ' > The Extended Detention Shallow Wetland should be inspected at least twice a year to ensure proper stabilization and function. ' %%vhbtproj%WethemfieldM2263.00Vepor tstDramageW2263.00 Stormwater 1_6 Management Report.docx b 1 > Light equipment,which will not compact the underlying soil, should be used to remove the top layer. ' NEVER USE HEAVY EQUIPMENT WITHIN THE Extended Detention Shallow Wetland,this may significantly compromise the growth of vegetation and infiltration potential of the underlying soils. ' Riprap Forebay > Monitor forebay for debris/trash/litter throughout year and remove immediately upon identification. ' > Remove accumulated sediment a minimum of 1x per year(preferably in the spring, after last snowfall and snowmelt)via power-wash/jetting and vacuuming. Do not allow sediment to wash into grassed sand filter basin or into outlet pipe. 1 Vegetated Areas Maintenance Although not a structural component of the drainage system,the maintenance of vegetated areas may affect the functioning of stormwater management practices.This includes the health/density of vegetative cover and activities such as the application and disposal of lawn and garden care products, ' disposal of leaves and yard trimmings. > Inspect planted areas on a semi-annual basis and remove any litter. ' > Maintain planted areas adjacent to pavement to prevent soil washout. > Immediately clean any soil deposited on pavement. > Re-seed bare areas; install appropriate erosion control measures when native soil is exposed or erosion ' channels are forming. > Plant alternative mixture of grass species in the event of unsuccessful establishment. > The grass vegetation should be cut to a height between three and four inches. > Pesticide/Herbicide Usage—No pesticides are to be used unless a single spot treatment is required for a specific control application. ' > Fertilizer usage should be avoided. If deemed necessary, slow release fertilizer should be used. Fertilizer may be used to begin the establishment of vegetation in bare or damaged areas, but should not be applied on a regular basis unless necessary. ' Pollution Prevention and Source Control ' A comprehensive source control program will be implemented at the Site,which includes the following components: ' > Regular pavement sweeping and vacuuming as defined previously in this manual. > Catch basin cleaning. > Clearing litter from the parking area; islands, and perimeter landscape areas. ' > Trash and recycling receptacles must be provided with regular collection. > Enclosure and regular maintenance of all dumpsters. ' > Spill Prevention training. Maintenance personnel will be instructed in the proper clean-up procedures for spilled materials and the location of clean-up materials.Any washing water used on machinery will be discharge to the sanitary sewerage system after filtering of sediment. ' \\vhb\proj\Wethemfield\42263.00\repor 1 ts\Drainage\42263.00 Stormwater Management Report.doc hb 1 > Sand and deicing chemicals shall be stored under cover to prevent exposure to stormwater. Use calcium chloride and calcium magnesium acetate (CMA, i.e. non-salt applications) in sensitive ecosystem areas. > Snow storage areas will be managed to prevent blockage of storm drain catch basins and stormwater drainage swales. Snow combined with sand and debris may block a storm drainage system, diminishing the infiltration capacity of the system and causing localized flooding. > Snow shall not be dumped into any water body, pond, or wetland resource area. > Grounds Management: 1 • Conduct soil evaluation every 1-3 years to determine suitability for supporting lawn, and to determine how to optimize growing conditions. . Mowing and thatch management. • Weed management. • Pest management. • Sensible irrigation. 1 1 \\vhb\proj\WethersfieldW2263.00Vepor 18 ts\Drainage\42263.00 Storrnwater Management Report.doa �' hb 1 1 Long Term Best Management Practices Checklist 1 1 > The Long-Term BMP Maintenance/Evaluation Checklist is attached. i 1 1 1 1 1 1 1 1 1 ' \\vhb\pmj\Wethersfield\42263.00\repor n ts\DrainageM2263.00 Stormwater 7 Management Report.doox rr r rr r r r r r r � r r r r rr rr rr rr Proposed Senior Independent Living Facility Development, South Windsor, CT Best Management Practices — Maintenance/ Evaluation Checklist Long Term Practices (Add/ Remove as needed) Best Management Inspection Date Inspector Minimum Maintenance and Cleaning/Repair Needed Date of Performed Practice Frequency Inspected Key Items to Check ❑ es ❑.no (List Items) Cleaning/Repair b Catch Basins Once per year Hydrodynamic Manufacturer Water Quality Unit Maintenance guidelines shall be strictly followed. In addition,inspect monthly for first 3 months and at least 4x per year thereafter and cleaned a min.of once per year or when sediment reaches 8" depth. Street Sweeping Two Times per year Dumpster/ Routinely Compactor Locations Extended Detention After every major storm Shallow Wetland for first 3 months. Inspect 2x/yr to ensure stabilization and function. Mow 2x/yr. Remove Sediment upon identification,as needed. Underground Twice per year(Spring/ Infiltration System Fall),see plan for additional maintenance Roof Drains Four times per year Vegetated Areas Twice per year,see plan for additional maintenance Stormwater Control Manager \\vhb\prof\Wethersfield\42263.00\reports\Drainage\Attachments\South Windsor,CT-Bmp Checklist.doc �hb 1 1 • Appendix C Erosion and Sediment Control Measures \\vhb\proj\Wethemfield\42263.00Vepor 20 ts\Drainage\42263.00 Stonnwater Management Report.dap J�hb Erosion and Sedimentation Control Measures rThe following is a brief narrative on the erosion and sedimentation controls proposed for use during the earthwork and construction phases of the project.The following controls are provided as recommendations for the site contractor and do not constitute or replace the final Stormwater Pollution Prevention Plan (SWPPP)that must be fully implemented by the Contractor and owner in Compliance with EPA NPDES regulations. Straw Bale Barriers Straw bale barriers will be placed to trap sediment transported by runoff before it reaches the drainage system or leaves the construction site. Bales will be set at least four inches into the existing ground to minimize undercutting by runoff. Silt Fencing In areas where high runoff velocities or high sediment loads are expected, hay bale barriers will be backed up with silt fencing. This semi-permeable barrier made of a synthetic porous fabric will provide additional protection.The silt fences and hay bale barrier will be replaced as determined by periodic field inspections. Catch Basin Protection Newly constructed and existing catch basins will be protected with straw bale barriers (where appropriate) or silt sacks throughout construction. Gravel and Construction Entrance/Exit A temporary crushed-stone construction entrance/exit will be constructed.A cross slope will be placed in the entrance to direct runoff to a protected catch basin inlet or settling area. If deemed necessary after construction begins, a wash pad may be included to wash off vehicle wheels before leaving the project site. Diversion Channels If required, diversion channels will be used to collect runoff from construction areas and discharge to either sedimentation basins or protected catch basin inlets. iTemporary Sediment Basins If required, temporary sediment basins will be designed either as excavations or bermed stormwater detention structures (depending on grading)that will retain 1 \\vhb\proj\WethemfieldW2263.00trepor 1 ls\DrainageW2263.00 Slonnwater Management Report.doa � hb runoff for a sufficient period of time to allow suspended soil particles to settle out prior to discharge.These temporary basins will be located based on construction needs as determined by the contractor and outlet devices will be designed to control velocity and sediment. Points of discharge from sediment basins will be stabilized to minimize erosion. ' Vegetative Slope Stabilization Stabilization of open soil surfaces will be implemented within 14 days after grading or construction activities have temporarily or permanently ceased, unless there is sufficient snow cover to prohibit implementation.Vegetative slope stabilization will be used to minimize erosion on slopes of 3:1 or flatter.Annual grasses, such as annual ' rye,will be used to ensure rapid germination and production of root mass. Permanent stabilization will be completed with the planting of perennial grasses or legumes. Establishment of temporary and permanent vegetative cover may be established by hydro-seeding or sodding.A suitable topsoil, good seedbed preparation, and adequate lime,fertilizer and water will be provided for effective establishment of these vegetative stabilization methods. Mulch will also be used after permanent seeding to ' protect soil from the impact of falling rain and to increase the capacity of the soil to absorb water. tMaintenance > The contractor or subcontractor will be responsible for implementing each control ' shown on the Sedimentation and Erosion Control Plan. In accordance with EPA regulations,the contractor must sign a copy of a certification to verify that a plan has been prepared and that permit regulations are understood. > The on-site contractor will inspect all sediment and erosion control structures ' periodically and after each rainfall event. Records of the inspections will be prepared and maintained on-site by the contractor. ' > Silt shall be removed from behind barriers if greater than 6-inches deep or as needed. > Damaged or deteriorated items will be repaired immediately after identification. > The underside of straw bales should be kept in close contact with the earth and reset as necessary. > Sediment that is collected in structures shall be disposed of and covered if properly stored on-site. > Erosion control structures shall remain in place until all disturbed earth has been securely stabilized.After removal of structures, disturbed areas shall be regraded and ' stabilized as necessary. 1 \\vhb\proj%WethemfieldW2263.00Vepor �� tsTrainage4t2263.00 Stonnwater Management Report.docx hb > The sedimentation and erosion control plan is included in project plan set; a reduced version and Erosion Control Maintenance checklist is included here for quick reference. \\vhb\pmj\Wethemfield\42263.00\repor ts\DrainageM2263.00 Stolmwaler Management Report.doc rr rr �r �rl rt r r r � ■r rs r r r r rr rr rr r Proposed Senior Independent Living Facility Development, South Windsor, CT Best Management Practices - Maintenance/ Evaluation Checklist Construction Practices (Add/ Remove as needed) Best Inspection Date Minimum Maintenance Cleaning/Repair Needed Date of Performed Management Frequency Inspected Inspector and Key Items to Check ❑yes []no (List Items) Cleaning/Repair by Practice Silt Socks/Silt After major rain Fencing events Gravel After major rain Construction events,or when sediment begins to Entrance track of site Catch Basin After major rain Protection events Temporary After major rain Sediment Basin (if events required) Vegetated Slope After major rain Stabilization events stormwater Control Manager \\vhb\proj\Wethersfield\42263.00\reports\Drainage\Attachments\South Windsor,CT-Bmp Checklist.doc hb ' 1 Appendix D Infiltration Testing by Geotech Engineer 1 1 \\vhb\proj\Wethersfield\42263.00\repor �� ts\Drainageb12263:00 Stonnwater Management Report.dou On June 1911, 2017 shallow borings for infiltration tests 1-1, 1-2, and 1-3 were advanced using 4- inch diameter continuous flight solid stem augers. Two-inch outside-diameter polyvinyl chloride pipe (PVC) was installed to the depths specified below and shielded with a layer of granular filter media. The falling head infiltration tests were conducted in general accordance with the 2004 Connecticut Stormwater Quality Manual by the Connecticut Department of Environmental Protection. The results of the failing head permeability tests are tabulated below. Boring Depth to Bottom of Ave. Infiltration Number Test Casing(feet) Rate(in/hr) B-26 1-1 5.5 0.6 B-27 1-2 5 >0.1 B-28 1-3 5 0.6 On June 28, 2017, Terracon field engineers performed two in-situ soil hydraulic conductivity tests (1-4 and 1-5) utilizing a Guelph permeameter to measure in-situ soil hydraulic conductivity of the native material. Constant head permeability testing was completed using a Guelph permeameter extended from the ground surface to the test depth. In accordance with the test methods presented in ASTM D5126, the hydraulic conductivity suitable for field testing ranges from 10-8 to 10-2 centimeters per second (cm/s). The Guelph permeameter apparatus is capable of testing soils with a hydraulic conductivity ranging from 0.14 in/hr to 14.17 in/hr. USDA Textural Triangle soil classification was performed on the soils at each test depth by visual/manual procedures. Results of the Guelph permeameter tests are tabulated below. Textural Ave.Infiltration Test Testing Depth (feet) Classification Rate(in/hr)' 1-4 Sandy Clay Loam 5.5 0.1 1-5 Sandy Clay 1 5 >0.1 1 r yip ' ��,.-• � f`` •� �` � -- O � � -\, i �,��: 77 w 1 3t Ism r. � \ a �r \ �er►..dF k- t .� ,� .74�'�� � .•��/jt. tib0 + -Q, � �� r ` '��I � ),`. i t i. � / � f f uCtb !+. it 'N r Il r i " `*2?E t ��iYl���t ,�r 1 i ` �,` �l�� _`_f�t.•.Iri.�ia. _ _. _ TOPOGRAPHIC MAP IMAGE COURTESY OF THE U.S.GEOLOGICAL SURVEY QUADRANGLES INCLUDE:MANCHESTER,CT(1/1/1992). Project Manager: Project e. SITE LOCATION Exhibit BDOJCH Scale:J21 08 Irerracon Drawn by: JCH 1°=2,000' EVERGREEN WALK RETIREMENT COMMUNITY Checked by: BDO lileNa!ryr4175008 201 Hammer Mill Rd EVERGREEN WAY /q— Approved by:SDT Date: July 2017 Rocky Hill,CT 06067-3768 SOUTH WINDSOR,CONNECTICUT -ly- B-1 APPROXIMATE BORING LOCATION (TVP) P 1-1 APPROXIMATE INFILTRATION TEST LOCATION A-A' APPROXIMATE CROSS SECTION LOCATION (TYP) B-8 B-7 B-9 B-6 B-24 B-28(11 B-10 8-23 EL 5 e B-5 B-11 B-22 B-27(1-2) B-21 B-12 B-4 B-20 B-13 1-4 B-19 1-5 B-14 B-3 B B-15 -18 A 17 B-2 N 8-16 B-26(I4) DIAGRAM IS FOR GENERAL LOCATION ONLY,AND IS AERIAL PHOTOGRAPHY PROVIF�'1 NOT INTENDED FOR CONSTRUCTION PURPOSES BY MICROSOFT BING MAPS Project Manager: Project No.BDO J2175008 EXPLORATION PLAN Exhibit Drawn by: JCH Scale: AS SHOWN Irerracon Checked by: FileNa�g175008 EVERGREEN WALK RETIREMENT COMMUNITY BDO 201 Hammer Mill Rd EVERGREEN WAY A-2 Approved by:SDT Date: July2017 Rocky Hill,CT06067-3766 SOUTH WINDSOR,CONNECTICUT � hb Appendix E Hydrologic Computations > Rainfall Data > Water Quality Volume & Flow, and Sediment Forebay Calculations > Flared End Section Riprap Protection Calculations > HydroCAD Analysis: Existing Conditions > HydroCAD Analysis: Proposed Conditions > StormCAD Table &Gutter Flow Analysis 1 r Uvhbiproj\Wethersfield\42263.00Vepor ^S tstDrainage\42263.00 Stomiwater GJ Management Report.doo hb 1 Rainfall.Data i 1 1 r 1 \\vhb\prq\WethemfieldW2263.00\mpor 24 ts\DrainageW2263.00 Ston"Water V Management Report.docx 6/15/2017 Precipitation Frequency Data Server NOAA Atlas 14,Volume 10,Version 2 Location name:South Windsor Town of, ,• .� Connecticut, USM a Latitude:41.8137°, Longitude:-72.556° Elevation: 114.39 ft*" *source:ESRI Maps Y'"M•„J� **source:USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica,Sandra Pavlovic,Michael St.Laurent,Cad Trypaluk,Dale Unruh,Odan Wilhite NOAA,National Weather Service,Silver Spring,Maryland PF tabular i PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval (years) Duration 100� 200� 500� 100 0 1 2 5 10 25 50 0 0.334 0.406 0.523 0.620 0.754 0.857 0.960 1.09 1.26 1.39 5-r11in (0.259-0.431) (0.315-0.523) (0.404-0.677) (0.476-0.807) (0.561-1.03) (0.625-1.19) (0.681-1.39) (0.732-1.61) (0.816-1.93) (0.880-2.17) 10♦tttn 0.474 0.575 0.741 0.878 1.07 1.21 1.36 1.54 1.79 1.97 (0.367-0.610) (0.446-0.741) (0.572-0.958) (0.675-1.14) (0.795-1.45) (0.886-1.69) (0.965-1.97) (1.04-2.28) (1.16-2.74) (1.25-3.08) 0.557 0.676 0.872 1.03 1.26 1.43 1.60 1.82 2.10 2.32 F5-min (0.432-0.718) (0.524-0.872) (0.673-1.13) (0.794-1.35) (0.935-1.71) (1.04-1.99) (1.14-2.31) (1.22-2.68) (1.36-3.22) (1.47-3.62) 0.748 0.910 1.18 1.40 1.70 1.93 2.16 2.46 2.84 3.14 30-min (0.580-0.964) (0.705-1.17) (0.908-1.52) 1 (1.07-1.82) (1.26-2.31) (1.41-2.69) (1.54-3.13) (1.65-3.63) (1.84-4.35) (1.98-4.90) =60-min 0.939 1.14 1.48 1.76 2.14 2.43 2.73 3.10 3.58 3.95 (0.729-1.21) (0.886-1.48) (1.14-1.91) 1 (1.35-2.29) (1.59-2.91) (1.78-3.39) (1.94-3.94) (2.08-4.58) (2.32-5.49) (2.50-6.18) 2-hr 1.22 1.47 1.89 2.24 2.71 3.08 3.45 3.96 4.64 5.15 (0.947-1.56) 1 (1.15-1.89) 1 (1.47-2.43) 1 (1.73-2.89) (2.04-3.69) (2.27-4.28) (2.47-5.00) (2.67-5.83) (3.01-7.06) (3.27-8.00) 1.40 1.69 2.17 2.57 3.12 3.54 3.96 4.57 5.38 7 F 5.99 3-F1r (1.10-1.79) 1 (1.32-2.16) 1 (1.69-2.79) 1 (1.99-3.31) (2.35-4.22) (2.61-4.91) (2.85-5.73) (3.09-6.70) (3.50-8.16) (3.81-9.27) 1.75 2.13 2.74 3.24 3.94 4.48 5.02 5.83 6.90 7.72 641r (1.38-2.23) 1 (1,67-2.70) 1 (2.14-3.49) 1 (2.53-4.16) (2.98-5.32) (3.33-6.19) (3.64-7.24) (3.95-8.49) (4.50-10.4) 12-hr 2.14 2.62 3.40 4.05 4.95 5.64 6.33 7.38 7 F-8.-78 9.83 (1.69-2.70) (2.07 3.31) (2.68-4.32) 1 (3.17-5.17) (3.77-6.64) (4.21-7.76) (4.62-9.10) (5.02-10.7) (5.75-13.1) (6.29-15.0) 24-hr 2.50 3.10 4.09 4.91 6.03 6.90 7.77 9.15 11.0 12.4 (1.99-3.14) (2.47-3.90) 1 (3.24-5.16) 1 (3.86-6.23) (4.62-8.07) (5.19-9.47) (5.72-11.2) (6.25-13.2) (7.21-16.4) (7.94-18.8) 2�lay 2.82 3.55 4.75 5.74 7.11 8.16 7 F-9-.21 11.0 13.4 15.2 (2.26-3.53) 1 (2.84-4.44) 11 (3.78-5.96) (4.54-7.24) (5.48-9.48) (6.19-11.2) (6.85-13.3) (7.54-15.8) (8.82-19.8) (9.80.22.9) 3�lay 3.07 3.88 5.19 6.28 7.77 8.93 10.1 12.1 14.8 16.8 (2.47-3.83) 1 (3.11-4.83) 1 (4.14-6.49) (4.98-7.89) (6.01-10.3) (6.80-12.2) (7.53-14.5) (8.30-17.3) (9.74-21.8) (10.8-25.2) 4day 3.30 4.15 5.55 6.71 8.30 9.53 10.8 12.9 15.8 17.9 (2.65-4.09) 1 (3.33-5.16) 1 (4.44-6.92) 1 (5.33-8.41) (6.43-11.0) (7.27-13.0) (8.05-15.4) (8.87-18.4) (10.4-23.2) (11.6-26.8) 7-day 3.91 4.86 6.43 7.73 9.51 10.9 ) 12.3 14.6 17.7 20.1 (3.15-4.83) (3.92-6.02) (5.17.7.98) (6.17-9.65) (7.40-12.5) (8.32-14.7 (9.18-17.4) (10.1-20.7) (11.7-25.9)11(13.0-29.8) 10{lay 4.52 5.53 7.19 8.56 10.5 11.9 13.4 15.7 18.9 21.3 (3.66-5.57) (4.48-6.83) (5.80-8.90) 1 (6.86-10.7) (8.14-13.7) (9.11-16.0) (9.99-18.8) (10.9-22.2) (12.5-27.5) (13.8.31.6) ' 20•da 6.50 7.58 9.33 10.8 12.8 14.3 15.9 18.1 21.0 23.1 (5.30-7.97) 1 (6.16-9.30) 1 (7.57-11.5) 1 (8.69-13.4) (9.98-16.6) (10.9-19.0) (11.8-21.9) (12.6-25.2) (14.0-30.3) (15.1-34.1) 30-day 8.20 9.30 11.1 12.6 14.6 16.2 17.8 19.8 22.3 24.3 (6.71-10.0) 1 (7.59-11.4) 11 (9.03-13.6) 1 (10.2-15.5) (11.4-18.8) (12.4-21.3) (13.1-24.2) (13.8-27.5) (15.0-32.1) (15.8-35.6) 45tlay 10.3 11.5 13.3 14.9 17.0 18.6 20.3 21.9 24.1 25.8 (8.48-12.6) 1 (9.40-14.0) 11 (10.9-16.3) 1 (12.1-18.3) (13.3-21.6) (14.2-24.1) (14.9-27.1) (15.4-30.3) (16.2-34.5) (16.8-37.7) 60�1ay 12.1 13.3 15.2 16.8 19.0 20.7 22.4 23.8 25.8 27.2 (9.98-14.7) (10.9-16.2) (12.5-18.6) (13.7-20.6) (14.9-24.1) (15.8-26.6) (16.4-29.6) (16.8-32.8) (17A-36.7) (17.8-39.7) Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Too https:Hhdsc.nws.noaa.govlhdse/pfds/pfds_printpage.html?lat=41.8137&Ion=-72.5560&data=depth&units=english&series=pds IM I 6/15/2017 Precipitation Frequency Data Server PF graphical PDS-based depth-duration-frequency (DDF) curves Latitude: 41.8137°, Longitude: -72.5560° 30 Average recurrence 25 _..... .. ... __. __ _ interval (Years) a� 20 •'`�� — 1 — ._ _... ... _... _ 2 aj — 5 ® 15 _. —.. ........... — 10 r� 25 — 100 d — 200 5 - ....... ---- _ g Soo 1000 O If1 O O N f>If 1t'7 ry N A-D -0-0 -0 -a -0 -0 -a-a LA r-1 r•I rn lD ei N [ f�' r0-I N rn I lD Duration 30 25 C ; ' 20 _:......... ... Dur ation tion m 5-nun — 2-day 15 ---------------- ........ — t0-mrn — 3-day .2 ; t 30-min — 4 aY 3 7-day CL 60-m 10 day a` — 2 ht — 20-day 5 =-- — - - — 3-hr — 30-day — — ' 6-tit 45-day 12-hr — 60-day 0 - 24-hr 1 2 5 10 25 50 100 200 500 1000 Average recurrence interval (years) NOAA Atlas 14,Volume 10,Version 2 Created{GMT):Thu Jun 15 20:25:40 2017 Back to Tor) Maps & aerials ' Small scale terrain https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=41.8137&Ion=-72.5560&data=depth&units=english&series=pds 214 ' 6/15/2017 Precipitation Frequency Data Server .ve r _ South Windsor c.. Ij 3km 2rnl .Manchester' � aim Large scale terrain 1 !: NEW HAMPSHIRE •Alba' Nashua •Lowell - l _ Worcester. 'BOston MAS SAC HUSETTS • O Springfield Plymc Providence erhut • New Bedford ' > y a y Hartlrord• CONNECTICUT- ISL N-D Fal + Bridgeport` ,.land Sound 100krnt i 60m1 Large scale map Nashua �•`'�,, Albany " L'owell t I' r, i B os ton WOr.Ce..ter ,•I ld _•` F'lym G*ond i iovidence f i [�cmArk: ry ' Fain i New Bed} 11$�.•. Brtdgepor 100km r b. _qi 6 mi Fr6¢nn Large scale aerial https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=41.8137&Ion=-72.5560&data=depth&units=english&series=pds 314 6/15/2017 Precipitation Frequency Data Server Boston Worcester Waterbury F at New 100km 60mi Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring,MD 20910 Questions?:HDSC.Questions()noaa.gov , Disclaimer hftps:Hhdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=41.8137&Ion=-72.5560&data=depth&units=english&series=pds 4/4 r hb rWater Quality Volum Q ty a & Flow, and Sediment Forebay Volume r Calculations r r r r r r r r r r r r r r 11vhb\prollWe1hersfield142263.001repor �� ts\Drainaget42263.00 Stormwater rManagement Report.d.. ' Water Quality Volume Calculations Project: Independent Living Facility By: MRG Date: 11/28/17 ' Location: South Windsor, CT ' Basin Name Site ' Rainfall, P 1.0 in. a Area,A 8.98 ac b Impervious Cover 5.20 ac c Area % Impervious, 1 58 % ' Volumetric 0.572 d Runoff Coeff., R Water Quality 0.428 ac-ft e Volume,WQV 18,628 cf ' FOREBAY=25% of WQV= 4660 a First one inch of rainfall; 2004 Connecticut Stormwater Quality Manual b ' Area tributary to the stormwater management basin c Impervious cover area tributary to the stormwater management basin d R=0.05+0.009*I; Section 7.4.1 from 2004 Connecticut Stormwater Quality Manual ' e WQV=P*R*A/12; Section 7.4.1 from 2004 Connecticut Stormwater Quality Manual ' VBB,Inc. t Water Quality Peak Flow Calculations Project: Independent Living Facility By: MRG Date: 11/28/17 Location: South Windsor,CT ' Basin Name Entire Site Area,Am 8.98 ac , 0.01403 mil Water Quality 18,628 cf Volume,WQV ' Runoff,Q 0.57 in. a Rainfall, P 1.0 in. b ' CN 95 c Tc 0.83 hr. ' Rainfall III type Distribution Initial 0.105 in. d ' Abstraction la la/P 0.105 Unit Peak . WQ Unit is ' Discharge, e u 650 csm/in. rated for 6. 1 Water Quality 5.21 cfs f C FS, OK! ' Flow,WQF a Q=WQV/Am/5280/5280* 12 ' b First inch of rainfall, 90% of average annual storm events, 2004 Connecticut Stormwater Quality Manual CN=1000/[10+5P+10Q-10(Q2+1.25QP)1/2]; Estimated Curve Number from Appendix B-1 of 2004 Connecticut Stormwater Quality Manual , d Derived from Table 4-1 from NRCS TR-55 Urban Hydrology for Small Watersheds e Derived from Exhibit 4-III from NRCS TR-55 Urban Hydrology for Small Watersheds f WQF=qp=qu*Am*Q; Equation 4-1 from NRCS TR-55 Urban Hydrology for Small Watersheds ' VBB,Inc. ' 42263 PR Hydro Type 11124-hr 100-year Rainfall=7.77" Prepared by VHB Printed 11/29/2017 ' HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 2 Stage-Area-Storage for Pond 1 P: Basin & Forebay (80 bottom) (continued) Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 82.08 7,317 13,047 83.12 9,565 21,370 ' 82.10 7,338 13,194 83.14 9,597 21,562 82.12 7,359 13,341 83.16 9,630 21,754 82.14 7,380 13,488 83.18 9,662 21,947 82.16 7,401 13,636 83.20 9,695 22,141 82.18 7,423 13,784 83.22 9,727 22,335 82.20 7,444 13,933 83.24 9,760 22,530 82.22 7,465 14,082 83.26 9,793 22,725 82.24 7,486 14,231 83.28 9,825 22,921 ' 82.26 7,508 14,381 83.30 9,858 23,118 82.28 7,529 14,532 83.32 9,891 23,316 82.30 7,550 14,683 83.34 9,924 23,514 82.32 7,572 14,834 83.36 9,957 23,713 82.34 7,593 14,985 83.38 9,990 23,912 82.36 7,615 15,137 83.40 10,024 24,112 82.38 7,636 15,290 83.42 10,057 24,313 ' 82.40 7,658 15,443 83.44 10,090 24,515 82.42 7,679 15,596 83.46 10,124 24,717 82.44 7,701 15,750 83.48 10,157 24,920 82.46 7,722 15,904 83.50 10,191 25,123 ' 82.48 7,744 16,059 83.52 10,224 25,327 82.50 7,766 16,214 83.54 10,258 25,532 82.52 7,787 16,370 83.56 10,292 25,737 82.54 7,809 16,526 83.58 10,326 25,944 82.56 7,831 16,682 83.60 10,360 26,151 82.58 7,853 16,839 83.62 10,394 26,358 82.60 7,874 16,996 83.64 10,428 26,566 82.62 7,896 17,154 83.66 10,462 26,775 ' 82.64 7,918 17,312 83.68 10,496 26,985 82.66 7,940 17,470 83.70 10,531 27,195 82.68 7,962 17,630 83.72 10,565 27,406 82.70 7,984 17,789 83.74 10,600 27,618 ' 82.72 8,006 17,949 83.76 10,634 27,830 WATER QUALITY 82.74 8,028 18,109 83.78 10,669 28,043 82.76 8,050 18,270 83.80 10,703 28,257 VOLUME 82.78 8,072 18,431 83.82 10,738 REQ,D=18,628, 82.80 8,094 18,593 83.84 73 28,686 8282 81116 18,755 .86 10,808 28,902 OK! 82.84 8,138 18,918 83.88 10,843 29,119 82.86 8,161 19,081 83.90 10,878 29,336 ' 82.88 8,183 19,244 83.92 10,913 29,554 82.90 8,205 19,408 83.94 10,948 29,772 82.92 8,227 19,572 83.96 10,983 29,992 82.94 8,250 19,737 83.98 11,019 30,212 82.96 8,272 19,902 84.00 11,054 30,432 82.98 8,295 20,068 84.02 11,090 30,654 83.00 9,373 20,234 84.04 11,126 30,876 83.02 9,405 20,422 84.06 11,162 31,099 83.04 9,437 20,610 84.08 11,199 31,322 83.06 9,469 20,799 84.10 11,235 31,547 83.08 9,501 20,989 84.12 11,271 31,772 ' 83.10 9,533 21,179 84.14 11,308 31,998 42263 PR Hydro Type ///24-hr 100-year Rainfall=7.77" ' Prepared by VHB Printed 11/29/2017 HydroCAD@ 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 3 Stage-Area-Storage for Pond FV: Forebay Volume (continued) Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 85.08 2,322 3,402 85.60 2,793 4,730' 85.09 2,330 3,425 85.61 2,802 4,758 85.10 2,339 3,448 85.62 2,812 4,786 , 85.11 2,348 3,472 85.63 2,821 4,814 FOREBAY 85.12 2,356 3,495 85.64 2,831 4,842 85.13 2,365 3,519 85.65 2,840 4,871 PRETREATMENT 85.14 2,374 3,543 85.66 2,850 4,899 VOL REQUIRED ' 85.15 2,383 3,566 85.67 2,860 4,928 _ 85.16 2,391 3,590 85.68 2,869 4,956 4,660, OK! 85.17 2,400 3,614 85.69 2,879 4,985 85.18 2,409 3,638 85.70 2,889 5,014 ' 85.19 2,418 3,662 85.71 2,898 5,043 85.20 2,427 3,687 85.72 2,908 5,072 85.21 2,435 3,711 85.73 2,918 5,101 ' 85.22 2,444 3,735 85.74, 2,927 5,130 85.23 2,453 3,760 85.75 2,937 5,159 85.24' 2,462 3,784 85.76 2,947 5,189 85.25 2,471 3,809 85.77 2,956 5,218 ' 85.26 2,480 3,834 85.78 2,966 5,248 85.27 2,489 3,859 85.79 2,976 5,278 85.28 2,498 3,884 85.80 2,986 5,307 85.29 2,507 3,909 85.81 2,996 5,337 , 85.30 2,516 3,934 85.82 3,005 5,367 85.31 2,525 3,959 85.83 3,015 5,397 85.32 2,534 3,984 85.84 3,025 5,428 85.33 2,543 4,010 85.85 3,035 5,458 , 85.34 2,552 4,035 85.86 3,045 5,488 85.35 2,561 4,061 85.87 3,055 5,519 85.36 2,570 4,086 85.88 3,065 5,549 85.37 2,579 4,112 85.89 3,075 5,580 ' 85.38 2,588 4,138 85.90 3,085 5,611 85.39 2,597 4,164 85.91 3,095 5,642 85.40 2,606 4,190 85.92 3,105 5,673 , 85.41 2,616 4,216 85.93 3,115 5,704 85.42 2,625 4,242 85.94 3,125 5,735 85.43 2,634 4,268 85.95 3,135 5,766 85.44 2,643 4,295 85.96 3,145 5,798 ' 85.45 2,652 4,321 85.97 3,155 5,829 85.46 2,662 4,348 85.98 3,165 5,861 85.47 2,671 4,375 85.99 3,175 5,893 85.48 2,680 4,401 86.00 3,185 5,924 ' 85.49 2,690 4,428 86.01 3,196 5,956 85.50 2,699 4,455 86.02 3,206 5,988 85.51 2,708 4,482 86.03 3,217 6,020 85.52 2,718 4,509 86.04 3,228 6,053 85.53 2,727 4,536 86.05 3,238 6,085 85.54 2,736 4,564 86.06 3,249 6,117 85.55 2,746 4,591 86.07 3,260 6,150 85.56 2,755 4,619 86.08 3,271 6,183 ' 85.57 2,765 4,646 86.09 3,281 6,215 85.58 2,774 4,674 86.10 3,292 6,248 85.59 2,783 4,702 86.11 3,303 6,281 hb ' Flared End Section Riprap Protection Calculations \\vhb\protlWethersfield142263.00\repor 2p fs\DrainageM2263.00 S[ormwa[er O Management Report.doa `ems Project Project# hb Location Sheet of Calculated by Date Computations Checked by Date Title ' GS 1-0 cis ��yb�� s T4 SIT 6 O-<<j�� _ �I L4 UL»R 50 D r �s G 1 ' Analysis: H droCAD y a ysis. Existing Conditions \\vhb\protlWethemfieldW2263.00\repor- �n - ta\DrainageM2263.00 Storm ter 7 ' Management Report.doa - i 1A A Watershed- 1 Wetlands 1 1 1 1 1 1 Stsbcaf Reach on 1YJnk Routing Diagram for 42263 EX Hydro Prepared by VHB, Printed 9/26/2017 FHydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC 42263 EX Hydro Prepared by VHB Printed 9/26/2017 ' HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 4.618 56 Brush, Fair, HSG B (1A) 3.446 70 Brush, Fair, HSG C (1A) 0.625 77 Brush, Fair, HSG D (1A) 8.689 63 TOTAL AREA 42263 EX Hydro Prepared by VHB Printed 9/26/2017 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment ' (acres) Group Numbers 0.000 HSG A 4.618 HSG B 1A ' 3.446 HSG C 1A 0.625 HSG D 1A 0.000 Other ' 8.689 TOTAL AREA r 42263 EX Hydro Prepared by VHB Printed 9/26/2017 ' HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 4.618 3.446 0.625 0.000 8.689 Brush, Fair 1A 0.000 4.618 3.446 0.625 0.000 8.689 TOTAL AREA r � hb _...._........._..............._..__........... _.........._.._.........__.._.......:......._..........._.._..........._............._..__........... 2-Year Storm Event— Existing I "v.kprotlWethersfieldM2263.00\repor �O tstDrainage\42263.00 Sto—ter Management Report.doox 42263 EX Hydro Type 111 24-hr 2-year Rainfall=3.10" Prepared by VHB Printed 9/26/2017 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 5 Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1A:Watershed Runoff Area=8.689 ac 0.00% Impervious Runoff Depth=0.48" Flow Length=724' Tc=15.3 min CN=63 Runoff=2.47 cfs 0.344 of Link A:Wetlands Inflow=2.47 cfs 0.344 of Primary=2.47 cfs 0.344 of Total Runoff Area = 8.689 ac Runoff Volume=0.344 of Average Runoff Depth = 0.48" 100.00% Pervious = 8.689 ac 0.00% Impervious =0.000 ac 42263 EX Hydro Type 111 24-hr 2-year Rainfall=3.10" Prepared by VHB Printed 9/26/2017 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 1A: Watershed Runoff = 2.47 cfs @ 12.28 hrs, Volume= 0.344 af, Depth= 0.48" 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-year Rainfall=3.10" Area (ac) CN Description 0.625 77 Brush, Fair, HSG D 3.446 70 Brush, Fair, HSG C 4.618 56 Brush, Fair, HSG B 8.689 63 Weighted Average 8.689 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.7 66 0.0167 0.14 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.10" 1.6 161 0.0373 1.64 Shallow Concentrated Flow, B-C Dirt,Weeds, Brush Kv= 8.5 fps 0.3 97 0.3196 4.81 Shallow Concentrated Flow, C-D Dirt, Weeds, Brush Kv= 8.5 fps 1.9 188 0.0372 1.64 Shallow Concentrated Flow, D-E Dirt, Weeds, Brush Kv= 8.5 fps 3.8 212 0.0118 0.92 Shallow Concentrated Flow, E-F Dirt,Weeds, Brush Kv= 8.5 fps 15.3 724 Total 42263 EX Hydro Type /11 24-hr 2-year Rainfall=3.10" Prepared by VHB Printed 9/2612017 HydroCADO 10.00-19 s/n 01038 @ 2016 HydroCAD Software Solutions LLC Page 7 Subcatchment IA: Watershed Hydrograph Runoff T2,47 ds I Type 11 2 , hr 2-vear �Rainfall=3.1 0 , -7-: ...Rainfall................ 2- Runoff Arda=8.689 ac Runoff.volurne=00344 of , Runoff Depth=0.48" 0 -724 Flow Length- ................ ... ...min ........... Tc=15.3 M I CN. 63 4 �1 3'4 6 i 6 1 16 11 12 13 47711777; 19 20 21 22 23 2425 2627 28 29 30 31 3233 3435 36 Time (hours) 1 � hb __.._..........._.............__.._..........._.._........... ..........._.._.........__.................__........._.._........._..__...........__............. 10-Year Storm Event-Existing t \\vhh\protlWethemfieldW2263.00\repor tsOramageW2263.00 Sto—ter 31 Management Report.dom 1 42263 EX Hydro Type Ill 24-hr 10-year Rainfall=4.91" Prepared by VHB Printed 9/26/2017 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 9 Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1A:Watershed Runoff Area=8.689 ac 0.00% Impervious Runoff Depth=1.45" Flow Length=724' Tc=15.3 min CN=63 Runoff=10.21 cfs 1.052 of Link A:Wetlands Inflow=10.21 cfs 1.052 of Primary=10.21 cfs 1.052 of Total Runoff Area = 8.689 ac Runoff Volume = 1.052 of Average Runoff Depth= 1.45" 100.00% Pervious = 8.689 ac 0.00% Impervious =0.000 ac i 1 1 1 1 1 42263 EX Hydro Type 24-hr 10-year Rainfall=4.91 Prepared by VHB Printed 9/26/2017 HydroCADO 10.00-19 s/n 01038 @ 2016 HydroCAD Software Solutions LLC Page 11 Subcatchment IA: Watershed Hydrograph F10-21 cfs 10- Type.III 24-h r .....9 .. ... - I 0-year Rainfall=4.91 8" Runoff Area=8.689 ac Runoff Vo I U hieii! 652 of 7- A6ho Deptk=1.45" 6 0 FI =724. - - Length M 5- Flow n 4- TO 15 3 min 3 .... ........ CN=63- 2- .... ...... 0 ...................1 2 3 4 ..............5 6 7 8 9 lb 11 12 1-3 14 15 16 17 18 19 20 21 22 23 24 25 26 2728 29 30 31 32 33 34 35 36 Time (hours) 42263 EX Hydro Type ///24-hr 10-year Rainfall=4.91 Prepared by VHB Printed 9/26/2017 HydroCAD® 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 12 Summary for Link A: Wetlands Inflow Area = 8.689 ac, 0.00% Impervious, Inflow Depth = 1.45" for 10-year event Inflow = 10.21 cfs @ 12.23 hrs, Volume= 1.052 of Primary = 10.21 cfs @ 12.23 hrs, Volume= 1.052 af, Atten= 0%, Lag= O.O.min Primary outflow= Inflow, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs ' "Link A: Wetlands Hydrograph ' ... -_ ow 11 yo.zh crs 0 Primary ... ... Inflow Area 8.,689 ac 10 - - - - ---- -- - - 9 - - N 8 _ ; 7 6 - EL 5 -;- - - 4 .. —- 3- 2 - 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) r r err hb _.._...........__................._.........__.._...........__...........__.._........... ........._.._.............. ...... ........_.._......... 25-Year Storm Event- Existing r r r r r r r 1 r r r r r %\vhblprotlWethemfieldM2263.Oox epor �� Wl)'inageM2263.00 Stormmter Management Report.doa 42263 EX Hydro Type 111 24-hr 25-year Rainfall=6.03" Prepared by VHB Printed 9/26/2017 HydroCAD®10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 13 Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1A:Watershed Runoff Area=8.689 ac 0.00% Impervious Runoff Depth=2.20" Flow Length=724' Tc=15.3 min CN=63 Runoff=16.15 cfs 1.591 of Link A:Wetlands Inflow=16.15 cfs 1.591 of Primary=16.15 cfs 1.591 of Total Runoff Area=8.689 ac Runoff Volume= 1.591 of Average Runoff Depth =2.20" 100.00% Pervious = 8.689 ac 0.00% Impervious=0.000 ac 42263 EX Hydro Type 11124-hr 25-year Rainfall=6.03" ' Prepared by VHB Printed 9/26/2017 HydroCAD®10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 1A: Watershed Runoff = 16.15 cfs @ 12.22 hrs, Volume= 1.591 af, Depth= 2.20" 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 25-year Rainfall=6.03" Area (ac) CN Description 0.625 77 Brush, Fair, HSG D 3.446 70 Brush, Fair, HSG C 4.618 56 Brush, Fair, HSG B 8.689 63 Weighted Average 8.689 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.7 66 0.0167 0.14 Sheet Flow, A-B Grass: Short n= 0.150 P2= 3.10" 1.6 161 0.0373 1.64 Shallow Concentrated Flow, B-C Dirt,Weeds, Brush Kv= 8.5 fps 0.3 97 0.3196 4.81 Shallow Concentrated Flow, C-D Dirt, Weeds, Brush Kv= 8.5 fps 1.9 188 0.0372 1.64 Shallow Concentrated Flow, D-E Dirt,Weeds, Brush Kv= 8.5 fps 3.8 - 212 0.0118 0.92 Shallow Concentrated Flow, E-F Dirt,Weeds, Brush Kv= 8.5 fps 15.3 724 Total 42263 EX Hydro Type ///24-hr 25-year Rainfall=6.03" Prepared by VHB Printed 9/26/2017 HydroCADO 10.00-19 s/n 01038 0 2016 HydroCAD Software Solutions LLC Page 15 Subcatchment 1A: Watershed Hydrograph 16- -----------I -1------- -- -T 11112 -h Y e. 4 r 15' 2 03'5-vearfa-11#6.14 ftin ----------------------- ------------ 13 -689 -Run off Area=8. 12 -1 4-ac 11 uno &olumA.59 f 4 10 Run Depth-2-.20" 9- 0 FL 8- ........... ....... Flow length=724...... Flow.... 7- ................ - q Tc 15.3 min 6' ............. 5 ........ W63 4- .. ......... 3 ............ 2 OLI 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 2425 26 2728 29 30 31 32 33 3435 36 Time (hours) 42263 EX Hydro Type/1/24-hr 25-year Rainfall=6.03" Prepared by VHB Printed 9/26/2017 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 16 Summary for Link A: Wetlands Inflow Area = 8.689 ac, 0.00% Impervious, Inflow Depth = 2.20" for 25-year event Inflow = 16.15 cfs @ 12.22 hrs, Volume= 1.591 of Primary = 16.15 cfs @ 12.22 hrs, Volume 1.591 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs ' Link A: Wetlands Hydrograph 18 - FM Inflow - -- 16.16 c(sT -. -- -- - Q Primary 1615 cfs 17 ... - ' - - _ Inflow rea=868g A -ac 16 - - - -_ 15 14 - _ 13 ... 12 11 10 3 9 LL - - 7 - - 6 6 4 2- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 1 hb 100-Year Storm Event- Existing i 1 1 1 1 1 1 1 1 1 \Whb\protlWethemfieldl42263.00trepor to%Drainaget42263.00 Stormvrater ' Management Report.dom ' 42263 EX Hydro Type 11124-hr 100-year Rainfall=7.77" Prepared by VHB Printed 9/26/2017 ' HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 17 Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN ' Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1A:Watershed Runoff Area=8.689 ac 0.00% Impervious Runoff Depth=3.49" ' Flow Length=724' Tc=15.3 min CN=63 Runoff=26.36 cfs 2.526 of Link A:Wetlands Inflow=26.36 cfs 2.526 of Primary=26.36 cfs 2.526 of Total Runoff Area=8.689 ac Runoff Volume= 2.526 of Average Runoff Depth =3.49" 100.00% Pervious = 8.689 ac 0.00% Impervious=0.000 ac r 42263 EX Hydro Type 111 24-hr 100-year Rainfall=7.77" ' Prepared by VHB Printed 9/26/2017 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 1A: Watershed r Runoff = 26.36 cfs @ 12.22 hrs, Volume= 2.526 af, Depth= 3.49" r 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 100-year Rainfall=7.77 Area (ac) CN Description r 0.625 77 Brush, Fair, HSG D 3.446 70 Brush, Fair, HSG C 4.618 56 Brush, Fair, HSG B 8.689 63 Weighted Average 8.689 100.00% Pervious Area r Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.7 66 0.0167 0.14 Sheet Flow,A-B r Grass: Short n= 0.150 P2= 3.10" 1.6 161 0.0373 1.64 Shallow Concentrated Flow, B-C Dirt,Weeds, Brush Kv= 8.5 fps r 0.3 97 0.3196 4.81 Shallow Concentrated Flow, C-D Dirt, Weeds, Brush Kv= 8.5 fps 1.9 188 0.0372 1.64 Shallow Concentrated Flow, D-E Dirt, Weeds, Brush Kv= 8.5 fps r 3.8 212 0.0118 0.92 Shallow Concentrated Flow, E-F Dirt, Weeds, Brush Kv= 8.5 fps 15.3 724 Total ' 1 1 r r r r r r 42263 EX Hydro Type III 24-hr 100-y ear Rainfa/1=7.77" Prepared by VHB Printed 9/26/2017 HydroCADO 10.00-19 s/n 01038 @ 2016 HydroCAD Software Solutions LLC Page 19 Subcatchment IA: Watershed Hydrograph 28L Runoff - 7741-: T : 24- -ype M 24-ht 26- - ....... 1 00-year.Rainfal[417 22- 20 Runoff Area=8.689 ac 18- Runoff Volume=20526. of 16 Rm.off:Depth_ 3,-49. 14- Flow Length'-724'LL 12- 10 TC=16.3 min c 8- N 3 6 4 2 Ot .......... .......... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 2728 29 30 31 32 33 3435 36 Time (hours) 42263 EX Hydro Type/1/24-hr 100-year Rainfall=7.77" ' Prepared by VHB Printed 9/26/2017 HydroCAD®10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 20 Summary for Link A: Wetlands Inflow Area = 8.689 ac, 0.00% Impervious, Inflow Depth = 3.49" for 100-year event ' Inflow = 26.36 cfs @ 12.22 hrs, Volume= 2.526 of Primary = 26.36 cfs @ 12.22 hrs, Volume= 2.526 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs ' Link A: Wetlands Hydrograph Ifl k.36d ` ... - ❑Primary 28 16flow Area 8.;689 .ac - �6�6 __- _. ....-... 26 24 ---- 22 - - 20 u 16 c 14 - - LL .. ... ... .... ._ __ -........ 10 - ' 8 - ... 2 i 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 1 hb HydroCAD Analysis: Proposed Conditions \\vhh\protlWethemfeld\42263.00\repor 3 ta\Drainage\42263.00 Storm—ter J4 ' - Management Report.doox 1 Site A4M 2 Basin & Foreb (80 Building A bottom) Wetlands 1z2P ' Underground Infiltration of Roof Runoff SubCaE` Reach Pon ! ln-jl Routing Diagram for 42263 PR Hydro Prepared by VHB, Printed 11/29/2017 HydroCAD®10.00-19 s/n 01038 0 2016 HydroCAD Software Solutions LLC 42263 PR Hydro Prepared by VHB Printed 11/29/2017 HydroCAD0 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 2 Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 1.716 61 >75% Grass cover, Good, HSG B (1) 1.820 74 >75% Grass cover, Good, HSG C (1) 0.238 80 >75% Grass cover, Good, HSG D (1) 2.314 98 Paved parking, HSG B (1) 0.825 98 Paved parking, HSG C (1) 0.232 98 Paved parking, HSG D (1) 0.827 98 Roofs, HSG B (1, 2) ' 0.800 98 Roofs, HSG C (1, 2) 0.141 98 Roofs, HSG D (1) 0.050 98 Unconnected pavement, HSG B (1) ' 0.002 98 Unconnected pavement, HSG C (1) 0.014 98 Unconnected pavement, HSG D (1) 8.977 86 TOTAL AREA 42263 PR Hydro , Prepared by VHB Printed 11/29/2017 HydroCAD@ 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 3 Soil Listing (selected nodes) Area Soil Subcatchment ' (acres) Group Numbers 0.000 HSG A 4.906 HSG B 1, 2 ' 3.446 HSG C 1, 2 0.625 HSG D 1 0.000 Other , 8.977 TOTAL AREA ' 42263 PR Hydro Prepared by VHB Printed 11/29/2017 ' HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 4 Ground Covers (selected nodes) ' HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 1.716 1.820 0.238 0.000 3.774 >75% Grass cover, Good 1 0.000 2.314 0.825 0.232 0.000 3.370 Paved parking 1 0.000 0.827 0.800 0.141 0.000 1.767 Roofs 1,2 0.000 0.050 0.002 0.014 0.000 0.066 Unconnected pavement 1 0.000 4.906 3.446 0.625 0.000 8.977 TOTAL AREA 42263 PR Hydro Type 11124-hr 2-year Rainfall=3.10" Prepared by VHB Printed 11/29/2017 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 1: Site , Runoff 13.68 cfs @ 12.08 hrs, Volume= 0.943 af, Depth= 1.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.10" Area (ac) CN Description ' 1.716 61 >75% Grass cover, Good, HSG B 1.820 74 >75% Grass cover, Good, HSG C , 0.238 80 >75% Grass cover, Good, HSG D 2.314 98 Paved parking, HSG B 0.825 98 Paved parking, HSG C ' 0.232 98 Paved parking, HSG D 0.015 98 Roofs, HSG B 0.040 98 Roofs, HSG C 0.141 98 Roofs, HSG D ' 0.050 98 Unconnected pavement, HSG B 0.002 98 Unconnected pavement, HSG C 0.014 98 Unconnected pavement, HSG D 7.406 83 Weighted Average 3.774 50.96% Pervious Area 3.632 49.04% Impervious Area 0.066 1.81% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 5.0 Direct Entry, 1 i 1 I 1 42263 PR Hydro Type 24-hr 2-year Rainfall=3.10 Prepared by VHB Printed 11/29/2017 HydroCADO 10.00-19 s/n 01038 @ 2016 HydroCAD Software Solutions LLC Page 7 Subcatchment 1: Site Hydrograph 15 [7 Runoff - ........... .. ............... 14 13.68 CfS -------------------- -- -- -- ------- PW 13 Ty 11124 ........... 12 2-year Rainfall=3.10" 11 Runoff Area=7.406 ac -R-unoff-Volume=0.943-af 9- Depth 0'_ 8 Runoff-D h 1.53 0 7- ....... Tc...5.0 m i 6-� CNI 83 5-- .......... 4- 3- ..... ..... .......... 2- 0-- 0 2 4 6 8 10 12 14 16 18 20"2"2 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 42263 PR Hydro Type 11124-hr 2-year Rainfall=3.10" , Prepared by VHB Printed 11/29/2017 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 2: Building Runoff = 4.88 cfs @ 12.07 hrs, Volume= 0.375 af, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Type III 24-hr 2-year Rainfall=3.10" ' Area (ac) CN Description 0.812 98 Roofs, HSG B 0.759 98 Roofs, HSG C 1.571 98 Weighted Average 1.571 100.00% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2: Building , Hydrograph -- - ...... - ..._...... -- L7 Runoff 5 CBS cfs Type;III:24-hr -. 2-year Rainfall -3.10"_.4-Runoff Area=1.571 ac Runoff Volume=0.375 of 3-Runoff Depth *,2.87" 3 Tc 5 0 min 2 CN=98 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 42263 PR Hydro Type 11124-hr 2-year Rainfall=3.10" Prepared by VHB Printed 11/29/2017 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 9 Summary for Pond 1 P: Basin & Forebay (80 bottom) This system is designed with 1 in/hr infiltration. Infiltration testing is required to determine the actual infitlration rate. if up to 4 in/hr can be used, then total VOLUME will be reduced from existing to proposed conditions,whicih is the"requirement"per town zoning regs and town specs. If we cannot match/reduce ' VOLUME,then we need to talk to the Town Engineer and explain this is due to our poor infiltration rate (assuming we can still use 1 in/hr). Or else an excessively large system will be required to bring peak VOLUME down. Peak flow is OK and we match/reduce that no problem. Inflow Area = 8.977 ac, 57.96% Impervious, Inflow Depth = 1.26" for 2-year event Inflow = 13.68 cfs @ 12.08 hrs, Volume= 0.943 of Outflow = 1.35 cfs @ 13.00 hrs, Volume= 0.836 af, Atten= 90%, Lag= 55.4 min Discarded 0.22 cfs @ 13.00 hrs, Volume= 0.540 of Primary 1.13 cfs @ 13.00 hrs, Volume= 0.295 of Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Peak Elev= 83.09'@ 13.00 hrs Surf.Area= 9,517 sf Storage 21,083 cf Plug-Flow detention time=629.7 min calculated for 0.836 of(89% of inflow) Center-of-Mass det. time=576.0 min ( 1,409.6-833.5 ) Volume Invert Avail.Storage Storage Description #1 80.00' 77,269 cf Basin (Irregular)Listed below(Recalc) #2 83.00' 14,484 cf Forebay(Irregular)Listed below(Recalc) 91,753 cf Total Available Storage Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 80.00 5,281 296.0 0 0 5,281 81.00 6,221 320.0 5,745 5,745 6,497 82.00 7,233 344.0 6,721 12,465 7,808 83.00 8,317 368.0 7,769 20,234 9,214 84.00 9,471 392.0 8,888 29,122 10,714 85.00 10,697 416.0 10,078 39,199 12,309 86.00 11,995 440.0 11,340 50,539 13,999 87.00 13,358 462.0 12,670 63,210 15,641 88.00 14,772 481.0 14,059 77,269 17,143 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 83.00 1,056 139.0 0 0 1,056 84.00 1,583 176.0 1,311 1,311 1,997 85.00 2,253 221.0 1,908 3,219 3,432 86.00 3,185 300.0 2,706 5,924 6,718 87.00 4,336 366.0 3,746 9,670 10,232 88.00 5,309 380.0 4,814 14,484 11,143 42263 PR Hydro Type 111 24-hr 2-year Rainfall=3.10" Prepared by VHB Printed 11/29/2017 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 10 Device Routing Invert Outlet Devices #1 Discarded 80.00' 1.000 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 78.50' 24.0" Round Culvert L= 90.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet/Outlet Invert= 78.50'/78.00' S= 0.0056'/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area=3.14 sf #3 Device 2 82.82' 30.0"W x 10.0" H Vert. Orifice/Grate C= 0.600 #4 Device 2 84.15' 22.0"W x 12.0" H Vert. Orifice/Grate C= 0.600 #5 Secondary 86.50' 4.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=0.22 cfs @ 13.00 hrs HW=83.09' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.22 cfs) ' Primary OutFlow Max=1.13 cfs @ 13.00 hrs HW=83.09' (Free Discharge) L2=Culvert (Passes 1.13 cfs of 28.28 cfs potential flow) JL3=Orifice/Grate (Orifice Controls 1.13 cfs @ 1.67 fps) 4=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=80.00' (Free Discharge) ' -S=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Pond 1P: Basin & Forebay (80 bottom) Hydrograph - -- ' ...... 13.68 cfs :- - -- -: i 0 SCao d Inflow /olrea=8977 ac o red -p-�} 15 Peak.EIeY=83.49'... Secondary 14 , 13 _ Storage=21 083 cf 12 , - - - 11 , 10- . ' g g - .... 0 7 6 5 4 1.35 C(s , 3 1.13 cfs 2 o'oo crs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) �hb 2 Year Storm Event- Proposed 11011prod\Weth,,s'Id4 2263.001repor 3`talDrmnaget42263'00 Storm ter J Management Report.doa 42263 PR Hydro Type ///24-hr 2-year Rainfall=3.10" Prepared by VH13 Printed 11/29/2017 _HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 5 Time span=0.00-48.00 hrs, dt=0.02 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1: Site Runoff Area=7.406 ac 49.04% Impervious Runoff Depth=1.53" Tc=5.0 min CN=83 Runoff=13.68 cfs 0.943 of Subcatchment2: Building Runoff Area=1.571 ac 100.00% Impervious Runoff Depth=2.87" Tc=5.0 min CN=98 Runoff=4.88 cfs 0.375 of Pond 1P: Basin&Forebay(80 bottom) Peak EIev=83.09' Storage=21,083 cf Inflow=13.68 cfs 0.943 of Discarded=0.22 cfs 0.540 of Primary=1.13 cfs 0.295 of Secondary=0.00 cfs 0.000 of Outflow=1.35 cfs 0.836 of Pond 2P: Underground Infiltration of Roof Peak EIev=90.79' Storage=0.197 of Inflow=4.88 cfs 0.375 of Discarded=0.19 cfs 0.375 of Primary=0.00 cfs 0.000 of Outflow=0.19 cfs 0.375 of Link A:Wetlands Inflow=1.13 cfs 0.295 of Primary=1.13 cfs 0.295 of Total Runoff Area=8.977 ac Runoff Volume= 1.318 of Average Runoff Depth = 1.76" 42.04% Pervious = 3.774 ac 57.96% Impervious = 5.203 ac 1 1 i 1 i 1 42263 PR Hydro Type/1/24-hr 2-year Rainfall=3.10" Prepared by VHB Printed 11/29/2017 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 11 Summary for Pond 2P: Underground Infiltration of Roof Runoff This system is designed to accept and infiltrate up to the 100-yr storm from the building roof. It is infiltrating so much so the VOLUME at design point 1 is minimized as much as possible. Currently, it accounts for 1 in/hr of infiltration. Infiltration testing is required to confirm if a higher rate can be used and thus decrease the size of the overall system. Inflow Area= 1.571 ac,100.00% Impervious, Inflow Depth = 2.87" for 2-year event Inflow 4.88 cfs @ 12.07 hrs, Volume= 0.375 of Outflow 0.19 cfs @ 14.99 hrs, Volume= 0.375 af, Atten= 96%, Lag= 175.0 min Discarded = 0.19 cfs @ 14.99 hrs, Volume= 0.375 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Peak Elev= 90.79'@ 14.99 hrs Surf.Area= 0.167 ac Storage= 0.197 of Plug-Flow detention time=408.6 min calculated for 0.375 of(100% of inflow) Center-of-Mass det. time=408.5 min ( 1,164.6- 756.1 ) ' Volume Invert Avail.Storage Storage Description #1A 89.00' 0.155 of 64.83'W x 63.47'L x 6.75'H Field A 0.638 of Overall-0.251 of Embedded= 0.387 of x 40.0%Voids #2A 89.75' 0.251 of ADS_StormTech MC-4500+Capx 98 Inside#1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.031= 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.331 with 0.31' Overlap 7 Rows of 14 Chambers Cap Storage= +35.7 cf x 2 x 7 rows =499.8 cf #313 89.00' 0.119 of 46.67'W x 67.491 x 6.75'H Field B 0.488 of Overall-0.192 of Embedded= 0.297 of x 40.0%Voids #413 89.75' 0.192 of ADS_StormTech MC-4500+Capx 75 Inside#3 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.031= 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.331 with 0.31' Overlap 5 Rows of 15 Chambers Cap Storage= +35.7 cf x 2 x 5 rows= 357.0 cf 0.716 of Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 89.00' 1.000 in/hr Exfiltration over Wetted area Phase-In= 0.01' #2 Primary 94.75' 48.0"W x 24.0" H Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.19 cfs @ 14.99 hrs HW=90.79' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.19 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=89.00' (Free Discharge) L2=Orifice/Grate ( Controls 0.00 cfs) 42263 PR Hydro Type ///24-hr 2-year Rainfafi=3.10 Prepared by VHB Printed 11/29/2017 HydroCADO 10.00-19 s/n 01038 @ 2016 HydroCAD Software Solutions LLC Page 12 Pond 2P: Underground Infiltration of Roof Runoff Hydrograph ... ..... ...... - ----- 0 Inflow 4.88 cfs (Outflow Outflow 's LMDiscmarded 0 Primary -1.571 ac Inflow Area 0 Primary 5 Peak Eiev=90.79'-- Storage=O:.197 of 4- ........... 3- LL 2- ....... ...........-- ....... 0.19cfs 6 6 1,6 12 14 1,6 16 26 22 24 26 28 3632 34 36 38 40 42 44 46 48 Time (hours) 42263 PR Hydro Type 111 24-hr 2-year Rainfall=3.10" Prepared by VHB Printed 11/29/2017 HydroCAD010.00-19 s/n 01038 0 2016 HydroCAD Software Solutions LLC Page 13 Summary for Link A: Wetlands Inflow Area= 8.977 ac, 57.96% Impervious, Inflow Depth = 0.39" for 2-year event Inflow . = 1.13 cfs @ 13.00 hrs, Volume= 0.295 of Primary = 1.13 cfs @ 13.00 hrs, Volume= 0.295 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Link A: Wetlands Hydrograph 13 Inflow _ 1.13 cfs 0 Primary 73 dsInflow Area 8 977 ac 1 _o 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) r r 0�1 '�rhb 10-Year Storm Event- Proposed ■ \\vhb\protlWethemfieldM2263.001repor 36 tsOrainageW263.00 Stormmter Management Report.d— 42263 PR Hydro Type ///24-hr 10-year Rainfall=4.91" Prepared by VHB Printed 11/29/2017 ' HydroCAD®10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 14 Time span=0.00-48.00 hrs, dt=0.02 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1: Site Runoff Area=7.406 ac 49.04% Impervious Runoff Depth=3.09" Tc=5.0 min CN=83 Runoff--27.64 cfs 1.909 of Subcatchment2: Building Runoff Area=1.571 ac 100.00% Impervious Runoff Depth=4.67" Tc=5.0 min CN=98 Runoff=7.79 cfs 0.612 of Pond 1 P: Basin&Forebay(80 bottom) Peak Elev=84.15' Storage=32,126 cf Inflow=27.64 cfs 1.909 of Discarded=0.26 cfs 0.575 of Primary=9.51 cfs 1.220 of Secondary=0.00 cfs 0.000 of Outflow=9.77 cfs 1.795 of Pond 2P: Underground Infiltration of Roof Peak Elev=92.10' Storage=0.372 of Inflow=7.79 cfs 0.612 of Discarded=0.20 cfs 0.612 of Primary=0.00 cfs 0.000 of Outflow=0.20 cfs 0.612 of Link A:Wetlands Inflow=9.51 cfs 1.220 of Primary=9.51 cfs 1.220 of Total Runoff Area= 8.977 ac Runoff Volume=2.521 of Average Runoff Depth =3.37" 42.04% Pervious = 3.774 ac 57.96% Impervious = 5.203 ac 42263 PR Hydro Type ///24-hr 10-year Rainfall=4.91" t Prepared by VHB Printed 11/29/2017 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 1: Site , Runoff = 27.64 cfs @ 12.07 hrs, Volume= 1.909 af, Depth= 3.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Type III 24-hr 10-year Rainfall=4.91" Area (ac) CN Description 1.716 61 >75% Grass cover, Good, HSG B 1.820 74 >75% Grass cover, Good, HSG C 0.238 80 >75% Grass cover, Good, HSG D 2.314 98 Paved parking, HSG B 0.825 98 Paved parking, HSG C 0.232 98 Paved parking, HSG D 0.015 98 Roofs, HSG B 0.040 98 Roofs, HSG C 0.141 98 Roofs, HSG D ' 0.050 98 Unconnected pavement, HSG B 0.002 98 Unconnected pavement, HSG C 0.014 98 Unconnected pavement, HSG D 7.406 83 Weighted Average 3.774 50.96% Pervious Area 3.632 49.04% Impervious Area 0.066 1.81% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 42263 PR Hydro Type 24-hr 10-year Rainfall=4.91 Prepared by VHB Printed 11/29/2017 HydroCADO 10.00-19 s/n 01038 @ 2016 HydroCAD Software Solutions LLC Page 16 Subcatchment 1: Site Hydrograph .......... 30- . . . _ GI Runoff 28- . ........... 27.64 cfs Type III:24-hr 26-: - Rainfcalf#4 917 -� 10 24 �year 22-' u rea Roff-n A =7.406-ac 207 ou 6=1-905 RunoWN, I f a rn. 18-. - Runoff Dept h 3 09" T0 14 16-: - : Tc---S.O in'............ 12-' . . . ........... CN* 83 10-' 8- ............- 6- .............. 4': 2 0 ...... 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 42263 PR Hydro Type Ill 24-hr 10-year Rainfall=4.91" Prepared by VHB Printed 11/29/2017 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 2: Building Runoff = 7.79 cfs @ 12.07 hrs, Volume= 0.612 af, Depth= 4.67" , Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Type III 24-hr 10-year Rainfall=4.91" Area (ac) CN Description 0.812 98 Roofs, HSG B 0.759 98 Roofs, HSG C 1.571 98 Weighted Average 1.571 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2: Building Hydrograph TYPe..111 24-h r _ 10-year Rainfall .4.91, 6 'Runoff Are4=1:571 ac w Runoff Volume= 5 . 0.61 af- Runoff Depth 4.677 4 Tc=5 0 min .2 _ CN-98 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 42263 PR Hydro Type/1/24-hr 10-year Rainfall=4.91" Prepared by VHB Printed 11/29/2017 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 18 Summary for Pond 1 P: Basin & Forebay (80 bottom) tThis system is designed with 1 in/hr infiltration. Infiltration testing is required to determine the actual infitlration rate. if up to 4 in/hr can be used,then total VOLUME will be reduced from existing to proposed conditions,whicih is the"requirement"per town zoning regs and town specs. If we cannot match/reduce VOLUME,then we need to talk to the Town Engineer and explain this is due to our poor infiltration rate (assuming we can still use 1 in/hr). Or else an excessively large system will be required to bring peak VOLUME down. Peak flow is OK and we match/reduce that no problem. Inflow Area = 8.977 ac, 57.96% Impervious, Inflow Depth = 2.55" for 10-year event Inflow = 27.64 cfs @ 12.07 hrs, Volume= 1.909 of Outflow = 9.77 cfs @ 12.34 hrs, Volume= 1.795 af, Atten= 65%, Lag= 16.1 min Discarded 0.26 cfs @ 12.34 hrs, Volume= 0.575 of Primary 9.51 cfs @ 12.34 hrs, Volume= 1.220 of Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Peak Elev= 84.15'@ 12.34 hrs Surf.Area= 11,329 sf Storage= 32,126 cf Plug-Flow detention time=319.4 min calculated for 1.794 of(94% of inflow) Center-of-Mass det. time=287.8 min ( 1,101.1 -813.3 ) Volume Invert Avail.Storage Storage Description #1 80.00' 77,269 cf Basin (Irregular)Listed below(Recalc) #2 83.00' 14,484 cf Forebay(Irregular)Listed below(Recalc) 91,753 cf Total Available Storage Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area _ (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 80.00 5,281 296.0 0 0 5,281 81.00 6,221 320.0 5,745 5,745 6,497 82.00 7,233 344.0 6,721 12,465 7,808 83.00 8,317 368.0 7,769 20,234 9,214 84.00 9,471 392.0 8,888 29,122 10,714 85.00 10,697 416.0 10,078 39,199 12,309 86.00 11,995 440.0 11,340 50,539 13,999 87.00 13,358 462.0 12,670 63,210 15,641 88.00 14,772 481.0 14,059 77,269 17,143 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 83.00 1,056 139.0 0 0 1,056 84.00 1,583 176.0 1,311 1,311 1,997 85.00 2,253 221.0 1,908 3,219 3,432 86.00 3,185 300.0 2,706 5,924 6,718 87.00 4,336 366.0 3,746 9,670 10,232 88.00 5,309 380.0 4,814 14,484 11,143 j 42263 PR Hydro Type 111 24-hr 10-year Rainfall=4.91" Prepared by VHB Printed 11/29/2017 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 20 Summary for Pond 2P: Underground Infiltration of Roof Runoff This system is designed to accept and infiltrate up to the 100-yr storm from the building roof. It is infiltrating so much so the VOLUME at design point 1 is minimized as much as possible. Currently, it accounts for 1 in/hr of infiltration. Infiltration testing is required to confirm if a higher rate can be used and thus decrease the size of the overall system. Inflow Area = 1.571 ac,100.00% Impervious, Inflow Depth = 4.67" for 10-year event Inflow 7.79 cfs @ 12.07 hrs, Volume= 0.612 of Outflow 0.20 cfs @ 16.07 hrs, Volume= 0.612 af, Atten= 97%, Lag= 240.1 min Discarded = 0.20 cfs @ 16.07 hrs, Volume= 0.612 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Peak Elev= 92.10'@ 16.07 hrs Surf.Area= 0.167 ac Storage= 0.372 of Plug-Flow detention time=728.7 min calculated for 0.612 of(100% of inflow) Center-of-Mass det. time=728.7 min ( 1,476.1 -747.4 ) Volume Invert Avail.Storage Storage Description #1A 89.00' 0.155 of 64.83'W x 63.471 x 6.75'H Field A 0.638 of Overall-0.251 of Embedded= 0.387 of x 40.0%Voids #2A 89.75' 0.251 of ADS_StormTech MC-4500+Capx 98 Inside#1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.031= 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.331 with 0.31' Overlap 7 Rows of 14 Chambers Cap Storage= +35.7 cf x 2 x 7 rows=499.8 cf #313 89.00' 0.119 of 46.67'W x 67.491 x 6.75'H Field B 0.488 of Overall-0.192 of Embedded= 0.297 of x 40.0%Voids #413 89.75' 0.192 of ADS_StormTech MC-4500+Capx 75 Inside#3 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.031= 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.331 with 0.31' Overlap 5 Rows of 15 Chambers Cap Storage= +35.7 cf x 2 x 5 rows= 357.0 cf 0.716 of Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 89.00' 1.000 in/hr Exfiltration over Wetted area Phase-In= 0.01' #2 Primary 94.75' 48.0"W x 24.0" H Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.20 cfs @ 16.07 hrs HW=92.10' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.20 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=89.00' (Free Discharge) L2=Orifice/Grate ( Controls 0.00 cfs) r 42263 PR Hydro Type ///24-hr 10-year Rainfall=4.91" Prepared by VHB Printed 11/29/2017 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 21 Pond 2P: Underground Infiltration of Roof Runoff Hydrograph - ... _ 1 -- r Inflow 7!79-cfs: _ _ OUIOW Discarded _ - Inflow Area 1.571.. ac_... Primary 8 Peak EIev=92.10' Storage-0.372 of -- - -- --- 6 - - - - -- -- 5 u 0 4 LL 2 o zo cry' 1 o.zo crs ' o.00 crs 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 42263 PR Hydro Type 111 24-hr 10-year Rainfall=4.91" Prepared by VHB Printed 11/29/2017 HydroCAD®10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 22 Summary for Link A: Wetlands Inflow Area = 8.977 ac, 57.96% Impervious, Inflow Depth = 1.63" for 10-year event Inflow = 9.51 cfs @ 12.34 hrs, Volume= 1.220 of Primary = 9.51 cfs @ 12.34 hrs, Volume= 1.220 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Link A: Wetlands Hydrograph FEJ Inflow Q Primary Mi ds 10 --- -- - Inflow area=8.977 ac- .... . - r 6- 5 LL 4 . -- - .. 3 _ - 2 - --- -- -- - - -- -- - 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 1 hb 25-Year Storm Event- Proposed Uvhb\prglWethemfield\42261=1epor �� -- tstDramageW2263.00 St-7—tor 1 Management Report.&& 42263 PR Hydro Type/1/24-hr 25-year Rainfall=6.03" Prepared by VHB Printed 11/29/2017 HydroCAD@)10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 23 Time span=0.00-48.00 hrs, dt=0.02 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1: Site Runoff Area=7.406 ac 49.04% Impervious Runoff Depth=4.12" Tc=5.0 min CN=83 Runoff=36.51 cfs 2.542 of Subcatchment2: Building Runoff Area=1.571 ac 100.00% Impervious Runoff Depth=5.79" Tc=5.0 min CN=98 Runoff=9.58 cfs 0.758 of Pond 1P: Basin&Forebay(80 bottom) Peak Elev=84.78' Storage=39,632 cf Inflow=36.51 cfs 2.542 of Discarded=0.29 cfs 0.593 of Primary=15.38 cfs 1.834 of Secondary=0.00 cfs 0.000 of Outflow=15.67 cfs 2.427 of Pond 2P: Underground Infiltration of Roof Peak Elev=93.03' Storage=0.486 of Inflow=9.58 cfs 0.758 of Discarded=0.21 cfs 0.703 of Primary=0.00 cfs 0.000 of Outflow=0.21 cfs 0.703 of Link A:Wetlands Inflow=15.38 cfs 1.834 of Primary=15.38 cfs 1.834 of Total Runoff Area =8.977 ac Runoff Volume=3.300 of Average Runoff Depth =4.41" 42.04% Pervious = 3.774 ac 57.96% Impervious = 5.203 ac r r 42263 PR Hydro Type/1/24-hr 25-year Rainfall=6.03" Prepared by VHB Printed 11/29/2017 HydroCAD®10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 1: Site Runoff = 36.51 cfs @ 12.07 hrs, Volume= 2.542 af, Depth= 4.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Type]II 24-hr 25-year Rainfall=6.03" , Area (ac) CN Description 1.716 61 >75% Grass cover, Good, HSG B 1.820 74 >75% Grass cover, Good, HSG C 0.238 80 >75% Grass cover, Good, HSG D 2.314 98 Paved parking, HSG B 0.825 98 Paved parking, HSG C 0.232 98 Paved parking, HSG D 0.015 98 Roofs, HSG B 0.040 98 Roofs, HSG C 0.141 98 Roofs, HSG.D 0.050 98 Unconnected pavement, HSG B 0.002 98 Unconnected pavement, HSG C 0.014 98 Unconnected pavement, HSG D 7.406 83 Weighted Average 3.774 50.96% Pervious Area 3.632 49.04% Impervious Area 0.066 1.81% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 42263 PR Hydro Type ///24-hr 25-year Rainfall=6.03" Prepared by VHB Printed 11/29/2017 HydroCADO 10.00-19 s/n 01038 2016 HydroCAD Software Solutions LLC Page 25 Subcatchment 1: Site Hydrograph A 40-: 38 ...... 3651 cfs i Ol 36- - ........ ........- ....... Type:: III 24-hr a4� ............ 32' ............ 26-yearRainf6if 6.017 30- ........ ....... 28 R U noff area=7.406 a d ............. 26: -R-un6ff-V6Iurne=2.-542-af - 24. 22-. ...... Runoff ...........- Depth=4.12" ' ; 20- 0 18. . ...... j ........... J c &O.Min-.. 16-' . . .................... .......... ....... CN*83 14- 12-' 10- -------- 8- ................- ........... 6i 4-1 1. ................. --- 2 0 0 2 4 6 8 10 12 14 16 18 26 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 42263 PR Hydro Type/1/ 24-hr 25-year Rainfall=6.03" ' Prepared by VHB Printed 11/29/2017 HydroCADO 10.00-19 s/n 01038 0 2016 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment'2: Building ' Runoff = 9.58 cfs @ 12.07 hrs, Volume= 0.758 af, Depth= 5.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Type III 24-hr 25-year Rainfall=6.03" Area (ac) CN Description ' 0.812 98 Roofs, HSG B 0.759 98 Roofs, HSG C ' 1.571 98 Weighted Average 1.571 100.00% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2: Building Hydrograph t3 Runoff 10 sss crs - _ - Type M.24-hr _ 25-year Rainfall 6.03" a - :Runoff_Area ._1_.571 ac-- Runoff;_V61ume=0.758_af._. w 6 ` Runoff_Depth 5.79" -- Tc=5 0 min 0 6 LL 4 CN=98 -- 3 ' 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ' 1 ' 42263 PR Hydro Type ///24-hr 25-year Rainfall=6.03" Prepared by VHB Printed 11/29/2017 ' HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 27 Summary for Pond 1 P: Basin & Forebay (80 bottom) This system is designed with 1 in/hr infiltration. Infiltration testing is required to determine the actual infittration rate. if up to 4 in/hr can be used,then total VOLUME will be reduced from existing to proposed conditions,whicih is the "requirement"per town zoning regs and town specs. If we cannot match/reduce ' VOLUME,then we need to talk to the Town Engineer and explain this is due to our poor infiltration rate (assuming we can still use 1 in/hr). Or else an excessively large system will be required to bring peak VOLUME down. Peak flow is OK and we match/reduce that no problem. ' Inflow Area = 8.977 ac, 57.96% Impervious, Inflow Depth = 3.40" for 25-year event Inflow = 36.51 cfs @ 12.07 hrs, Volume= 2.542 of Outflow = 15.67 cfs @ 12.26 hrs, Volume= 2.427 af, Atten= 57%, Lag= 11.1 min ' Discarded 0.29 cfs @ 12.26 hrs, Volume= 0.593 of Primary 15.38 cfs @ 12.26 hrs, Volume= 1.834 of Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Peak Elev= 84.78'@ 12.26 hrs Surf.Area= 12,519 sf Storage= 39,632 cf Plug-Flow detention time=248.4 min calculated for 2.426 of(95% of inflow) Center-of-Mass det. time=223.4 min ( 1,028.6-805.1 ) Volume Invert Avail.Storage Storage Description #1 80.00, 77,269 cf Basin (Irregular)Listed below(Recalc) #2 83.00' 14,484 cf Forebay(Irregular)Listed below(Recalc) 91,753 cf Total Available Storage Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 80.00 5,281 296.0 0 0 5,281 81.00 6,221 320.0 5,745 5,745 6,497 82.00 7,233 344.0 6,721 12,465 7,808 ' 83.00 8,317 368.0 7,769 20,234 9,214 84.00 9,471 392.0 8,888 29,122 10,714 85.00 10,697 416.0 10,078 39,199 12,309 86.00 11,995 440.0 11,340 50,539 13,999 ' 87.00 13,358 462.0 12,670 63,210 15,641 88.00 14,772 481.0 14,059 77,269 17,143 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area ' (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 83.00 1,056 139.0 0 0 1,056 84.00 1,583 176.0 1,311 1,311 1,997 ' 85.00 2,253 221.0 1,908 3,219 3,432 86.00 3185 300.0 2,706 5,924 6,718 87.00 4,336 366.0 3,746 9,670 10,232 ' 88.00 5,309 380.0 4,814 14,484 11,143 42263 PR Hydro Type 111 24-hr 25-year Rainfall=6.03" 1 Prepared by VHB Printed 11/29/2017 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 28 Device Routing Invert Outlet Devices ' #1 Discarded 80.00' 1.000 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 78.50' 24.0" Round Culvert ' L= 90.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet/Outlet Invert= 78.50'/78.00' S= 0.0056'/' Cc= 0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 3.14 sf #3 Device 2 82.82' 30.0"W x 10.0" H Vert. Orifice/Grate C= 0.600 ' #4 Device 2 84.15' 22.0"W x 12.0" H Vert. Orifice/Grate C= 0.600 #5 Secondary 86.50' 4.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 , Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=0.29 cfs @ 12.26 hrs HW=84.78' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.29 cfs) ' Primary OutFlow Max=15.38 cfs @ 12.26 hrs HW=84.78' (Free Discharge) L2=Culvert (Passes 15.38 cfs of 34.76 cfs potential flow) 3=Orifice/Grate (Orifice Controls 12.43 cfs @ 5.97 fps) , =Orifice/Grate (Orifice Controls 2.95 cfs @ 2.55 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=80.00' (Free Discharge) ' t5=13road-Crested Rectangular Weir(Controls 0.00 cfs) Pond 1 P: Basin & Forebay (80 bottom) Hydrograph ..__ 38:51 cfs -- -- __ __.. i Infloj ' Q Out - Inflow Area=8.977 ac Pn 40 _ ... -Peak EIeV-84.78' 0 Sec 38 - _.. ' 36 -- - -- -- Stota a=39 632 Cf- 34 f 32 30 28 - 26 ---- H 24 " - - -- 1567 cfs 22 - - - 3 20 16 �5.38 cfs .. . a 16 - 14 12 - 10 ,6 4 D.00 cfs 0 '0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 42263 PR Hydro Type 111 24-hr 25-year Rainfall=6.03" Prepared by VHB Printed 11/29/2017 ' HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 29 Summary for Pond 2P: Underground Infiltration of Roof Runoff ' This system is designed to accept and infiltrate up to the 100-yr storm from the building roof. It is infiltrating so much so the VOLUME at design point 1 is minimized as much as possible. Currently, it accounts for 1 in/hr of infiltration. Infiltration testing is required to confirm if a higher rate can be used and thus decrease the size of the overall system. Inflow Area = 1.571 ac,100.00% Impervious, Inflow Depth = 5.79" for 25-year event Inflow 9.58 cfs @ 12.07 hrs, Volume= 0.758 of Outflow 0.21 cfs @ 16.80 hrs, Volume= 0.703 af, Atten= 98%, Lag= 284.0 min Discarded = 0.21 cfs @ 16.80 hrs, Volume= 0.703 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of ' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Peak Elev= 93.03'@ 16.80 hrs Surf.Area= 0.167 ac Storage= 0.486 of ' Plug-Flow detention time=853.2 min calculated for 0.703 of(93% of inflow) Center-of-Mass det. time=813.4 min ( 1,557.5- 744.1 ) ' Volume Invert Avail.Storage Storage Description #1A 89.00' 0.155 of 64.83'W x 63.47'L x 6.75'H Field A 0.638 of Overall 0.251 of Embedded= 0.387 of x 40.0%Voids #2A 89.75' 0.251 of ADS_StormTech MC-4500+Capx 98 Inside#1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.031= 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.331 with 0.31' Overlap 7 Rows of 14 Chambers ' Cap Storage= +35.7 cf x 2 x 7 rows=499.8 cf #313 89.00' 0.119 of 46.67'W x 67.49'L x 6.75'H Field B 0.488 of Overall-0.192 of Embedded= 0.297 of x 40.0%Voids #413 89.75' 0.192 of ADS_StormTech MC-4500+Capx 75 Inside#3 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.031= 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.331 with 0.31' Overlap 5 Rows of 15 Chambers ' Cap Storage= +35.7 cf x 2 x 5 rows= 357.0 cf 0.716 of Total Available Storage ' Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices#1 Discarded 89.00' 1.000 in/hr Exfiltration over Wetted area Phase-In= 0.01' #2 Primary 94.75' 48.0"W x 24.0" H Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.21 cfs @ 16.80 hrs HW=93.03' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.21 cfs) ' Primary OutFlow Max=0.00 cfs @ 0'.00 hrs HW=89.00' (Ftee Discharge) t-2=Orifice/Grate ( Controls 0.00 cfs) 42263 PR Hydro Type ///24-hr 25-year Rainfall=6.03" Prepared by VHB Printed 11/29/2017 HydroCAD®10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 30 Pond 2P: Underground Infiltration of Roof Runoff Hydrograph ssa -- -- - - - - -- QInflow ' 0 Outflow Discar - Inflow Area-1--.'571 ac Frimaryed 10 -- - , Peak Elev=93.03' 9 - . ....... Storage 0486 of- 8 .... - - - w 6 - -- - c 5 - LL 4 - 3 - -- -- ------------- --- -- .-- ' 2 oat cis 1 0.21 cis ' 0:00 C(5 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ' ' 42263 PR Hydro Type ///24-hr 25-year Rainfall=6.03" Prepared by VHB Printed 11/29/2017 HydroCAD0 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 31 Summary for Link A: Wetlands Inflow Area= 8.977 ac, 57.96% Impervious, Inflow Depth = 2.45" for 25-year event Inflow 15.38 cfs @ 12.26 hrs, Volume= 1.834 of Primary = 15.38 cfs @ 12.26 hrs, Volume= 1.834 af, Atten= 0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs ' Link A: Wetlands Hydrograph .... ... - ....... : ..... C3Inflow ' 17 15.38 cfs' 0 Primary - -- 16 r5.33crs " Inflow Area=&*77 ac- 15 14 - - - 13 12 11 . --- -- -- w 10 -- -- - -- -... 0 8 - -- LL 7 -- -- 3 . - --- - ,---- r - _-- --- -- - --- -- --- 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) r 1 hb 100-Year Storm Event- Proposed 1 r 1 1 r i i 1 r r 1 1 r r \\vhb\proiAWethersfieldW2263.001 repor 1 p ts\DminageW2263.00 Stonamter JO Management Report.d— r i42263 PR Hydro Type/1/24-hr 100-year Rainfall=7.77" Prepared by VHB Printed 11/29/2017 ' HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 32 Time span=0.00-48.00 hrs, dt=0.02 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN ' Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1: Site Runoff Area=7.406 ac 49.04% Impervious Runoff Depth=5.76" ' Tc=5.0 min CN=83 Runoff=50.34 cfs 3.554 of Subcatchment2: Building Runoff Area=1.571 ac 100.00% Impervious Runoff Depth=7.53" Tc=5.0 min CN=98 Runoff=12.37 cfs 0.986 of ' Pond 1P: Basin&Forebay(80 bottom) Peak Elev=85.54' Storage=49,744 cf Inflow=50.34 cfs 3.574 of Discarded=0.33 cfs 0.619 of Primary=23.42 cfs 2.837 of Secondary=0.00 cfs 0.000 of Outflow=23.75 cfs 3.456 of Pond 2P: Underground Infiltration of Roof Peak Elev=94.80' Storage=0.653 of Inflow=12.37 cfs 0.986 of Discarded=0.23 cfs 0.765 of Primary=0.17 cfs 0.020 of Outflow=0.40 cfs 0.785 of Link A:Wetlands Inflow=23.42 cfs 2.837 of Primary=23.42 cfs 2.837 of ' Total Runoff Area=8.977 ac Runoff Volume=4.539 of Average Runoff Depth = 6.07" 42.04% Pervious = 3.774 ac 57.96% Impervious = 5.203 ac 42263 PR Hydro Type 111 24-hr 100-year Rainfall=7.77" ' Prepared by VHB Printed 11/29/2017 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 33 Summary for Subcatchment 1: Site ' Runoff = 50.34 cfs @ 12.07 hrs, Volume= 3.554 af, Depth= 5.76" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Type III 24-hr 100-year Rainfall=7.77" Area (ac) CN Description 1.716 61 >75% Grass cover, Good, HSG B 1.820 74 >75% Grass cover, Good, HSG C , 0.238 80 >75% Grass cover, Good, HSG D 2.314 98 Paved parking, HSG B 0.825 98 Paved parking, HSG C ' 0.232 98 Paved parking, HSG D 0.015 98 Roofs, HSG B 0.040 98 Roofs, HSG C 0.141 98 Roofs, HSG D ' 0.050 98 Unconnected pavement, HSG B 0.002 98 Unconnected pavement, HSG C 0.014 98 Unconnected pavement, HSG D ' 7.406 83 Weighted Average 3.774 50.96% Pervious Area 3.632 49.04% Impervious Area 0.066 1.81% Unconnected , Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 1 42263 PR Hydro Type ///24-hr 100-year Rainfall=7.77" Prepared by VHB Printed 11/29/2017 HydroCADO 10.00-19 s/n 01038 @ 2016 HydroCAD Software Solutions LLC Page 34 Subcatchment 1: Site . ...... Hydrograph ..... .......... 55-1Li Runoff 50. cfs 50 Ty. e. :111 24-...h... ..r ..... p 45 100-year Rainfall=7.77A ...... 401 Runoff Aa re =7.406 ac ............................ .... ........ ...................... 36- Runoff o u e=lffV' I m 3.554 of 30- Runoff Depth=5.767 LL 25- Tc-5.0 min T CN:43 20 ............... 15- ................ 10 ............- ......... 5- 0 0 2 4 .6 .8 10 1 14 16 2. .... .. ' " 24 26 26 36 22 3436 46�� 446 48 1"6 6 0 Time (hours) 42263 PR Hydro Type/1/24-hr 900-year Rainfall=7.77" Prepared by VHB Printed 11/29/2017 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 35 Summary for Subcatchment 2: Building Runoff = 12.37 cfs @ 12.07 hrs, Volume= 0.986 af, Depth= 7.53 ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Type III 24-hr 100-year Rainfall=7.77" Area (ac) CN Description 0.812 98 Roofs, HSG B 0.759 98 Roofs, HSG C , 1.571 98 Weighted Average 1.571 100.00% Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2: Building ' Hydrograph 13 [3 Runoff 12;37 cft - - - 12 Type:111 24-hr , 11 1OO-year Rainfall 7.77" 10 - _ - Runoff Area=1-.571_ac - Runoff Volume=OMIG of R 3 - unoff Depth 7.53' 7 M 6 Tc=5 O min_._ 5 GN=98 4 3 2 1 _ 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ' ' 42263 PR Hydro Type Ill 24-hr 100-year Rainfall=7.77" Prepared by VHB Printed 11/29/2017 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 36 Summary for Pond 1 P: Basin & Forebay (80 bottom) This system is designed with 1 in/hr infiltration. Infiltration testing is required to determine the actual infittration rate. if up to 4 in/hr can be used, then total VOLUME will be reduced from existing to proposed conditions,whicih is the"requirement"per town zoning regs and town specs. If we cannot match/reduce ' VOLUME,then we need to talk to the Town Engineer and explain this is due to our poor infiltration rate (assuming we can still use 1 in/hr). Or else an excessively large system will be required to bring peak VOLUME down. Peak flow is OK and we match/reduce that no problem. ' Inflow Area = 8.977 ac, 57.96% Impervious, Inflow Depth = 4.78" for 100-year event Inflow = 50.34 cfs @ 12.07 hrs, Volume= 3.574 of Outflow = 23.75 cfs @ 12.22 hrs, Volume= 3.456 af, Atten= 53%, Lag= 8.9 min ' Discarded 0.33 cfs @ 12.22 hrs, Volume= 0.619 of Primary 23.42 cfs @ 12.22 hrs, Volume= 2.837 of Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Peak Elev= 85.54'@ 12.22 hrs Surf.Area= 14,128 sf Storage=49,744 cf ' Plug-Flow detention time=187.6 min calculated for 3.455 of(97% of inflow) Center-of-Mass det. time= 169.0 min (965.6 -796.7 ) Volume Invert Avail.Storage Storage Description #1 80.00, 77,269 cf Basin (Irregular)Listed below(Recalc) #2 83.00' 14,484 cf Forebay(Irregular)Listed below(Recalc) ' 91,753 cf Total Available Storage Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 80.00 5,281 296.0 0 0 5,281 81.00 6,221 320.0 5,745 5,745 6,497 82.00 7,233 344.0 6,721 12,465 7,808 83.00 8,317 368.0 7,769 20,234 9,214 84.00 9,471 392.0 8,888 29,122 10,714 85.00 10,697 416.0 10,078 39,199 12,309 86.00 11,995 440.0 11,340 50,539 13,999 87.00 13,358 462.0 12,670 63,210 15,641 88.00 14,772 481.0 14,059 77,269 17,143 ' Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 83.00 1,056 139.0 0 0 1,056 84.00 1,583 176.0 1,311 . 1,311 1,997 85.00 2,253 221.0 1,908 3,219 3,432 86.00 3,185 300.0 2,706 5,924 6,718 87.00 4,336 366.0 3,746 9,670 10,232 ' 88.00 5,309 380.0 4,814 14,484 11,143 42263 PR Hydro Type/1/ 24-hr 100-year Rainfall=7.77" ' Prepared by VHB Printed 11/29/2017 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 37 Device Routing Invert Outlet Devices #1 Discarded 80.00' 1.000 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 78.50' 24.0" Round Culvert , L= 90.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet/Outlet Invert= 78.50'/78.00' S= 0.0056'/' Cc=0.900 n= 0.012 Corrugated PE, smooth interior, Flow Area= 3.14 sf #3 Device 2 82.82' 30.0"W x 10.0" H Vert. Orifice/Grate C= 0.600 ' #4 Device 2 84.15' 22.0"W x 12.0" H Vert. Orifice/Grate C= 0.600 #5 Secondary 86.50' 4.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 ' Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Discarded OutFlow Max=0.33 cfs @ 12.22 hrs HW=85.54' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.33 cfs) ' Primary OutFlow Max=23.42 cfs @ 12.22 hrs HW=85.54' (Free Discharge) L2=Culvert (Passes 23.42 cfs of 37.18 cfs potential flow) , 3=Orifice/Grate (Orifice Controls 15.21 cfs @ 7.30 fps) =Orifice/Grate (Orifice Controls 8.22 cfs @ 4.48 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=80.00' (Free Discharge) , T-S=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Pond 1 P: Basin & Forebay (80 bottom) ' Hydrograph . .... - _. 50.34 cfs r inflow _ ElOuo ow Inflow Area=8.977 ac Discarded - - - 0 Primary 55 -Peak_E.lev=8:5..54 Secondary ' 50 S#wage=49,744-cf 45 40 35 23.75 cfs 30 .._.. _- 23.42 cis - 3 ' LL 25 " , 20 15 10 , 5 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 " 40 42 44 46 48 Time (hours) ' 42263 PR Hydro Type/1/24-hr 100-year Rainfall=7.77" Prepared by VHB Printed 11/29/2017 1 HydroCADO 10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 38 Summary for Pond 2P: Underground Infiltration of Roof Runoff ' This system is designed to accept and infiltrate up to the 100-yr storm from the building roof. It is infiltrating so much so the VOLUME at design point 1 is minimized as much as possible. Currently, it accounts for 1 in/hr of infiltration. Infiltration testing is required to confirm if a higher rate can be used and ' thus decrease the size of the overall system. Inflow Area= 1.571 ac,100.00% Impervious, Inflow Depth = 7.53" for 100-year event ' Inflow 12.37 cfs @ 12.07 hrs, Volume= 0.986 of Outflow 0.40 cfs @ 15.48 hrs, Volume= 0.785 af, Atten= 97%, Lag= 204.3 min Discarded = 0.23 cfs @ 15.48 hrs, Volume= 0.765 of Primary = 0.17 cfs @ 15.48 hrs, Volume= 0.020 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.02 hrs Peak Elev= 94.80'@ 15.48 hrs Surf.Area= 0.167 ac Storage= 0.653 of Plug-Flow detention time=861.1 min calculated for 0.785 of(80% of inflow) Center-of-Mass det. time=782.9 min ( 1,523.5-740.7) Volume Invert Avail.Storage Storage Description #1A 89.00' 0.155 of 64.83'W x 63.47'L x 6.75'H Field A 0.638 of Overall-0.251 of Embedded= 0.387 of x 40.0%Voids #2A 89.75' 0.251 of ADS_StormTech MC-4500+Capx 98 Inside#1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.031= 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap 7 Rows of 14 Chambers Cap Storage= +35.7 cf x 2 x 7 rows=499.8 cf #313 89.00' 0.119 of 46.67'W x 67.491 x 6.75'H Field B 0.488 of Overall-0.192 of Embedded= 0.297 of x 40.0%Voids #413 89.75' 0.192 of ADS_StormTech MC-4500+Capx 75 Inside#3 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.031= 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.331 with 0.31' Overlap 5 Rows of 15 Chambers Cap Storage= +35.7 cf x 2 x 5 rows = 357.0 cf 0.716 of Total Available Storage ' Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices#1 Discarded 89.00' 1.000 in/hr Exfiltration over Wetted area Phase-In= 0.01' #2 Primary 94.75' 48.0"W x 24.0" H Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.23 cfs @ 15.48 hrs HW=94.80' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.23 cfs) Primary OutFlow Max=0.16 cfs @ 15.48 hrs HW=94.80' (Free Discharge) ' L2=Orifice/Grate (Orifice Controls 0.16 cfs @ 0.74 fps) 42263 PR Hydro Type11124-hr 100-yearRainfafi=7.77" Prepared by VHB Printed 11/29/2017 HydroCADO 10.00-19 s/n 01038 @ 2016 HydroCAD Software Solutions LLC Page 39 Pond 2P: Underground Infiltration of Roof Runoff Hydrograph F-12 3-7-cf-s F3 Inflowj tfl6w DOU E carded 1,nf1o.W.Area=1.571 0 PriDismary 13 7 f P ak-E16v 94.80'.l V e 12 11 Stq--r-qge=- O'.-653 of ..........- 10- 8 7-- 0 &: ............... 4 ---------- 3' v, 2 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 42263 PR Hydro Type/1/24-hr 100-year Rainfall=7.77" Prepared by VHB Printed 11/29/2017 HydroCAD®10.00-19 s/n 01038 ©2016 HydroCAD Software Solutions LLC Page 40 Summary for Link A: Wetlands Inflow Area = 8.977 ac, 57.96% Impervious, Inflow Depth = 3.79" for 100-year event Inflow = 23.42 cfs @ 12.22 hrs, Volume= 2.837 of Primary = 23.42 cfs @ 12.22 hrs, Volume= 2.837 af, Atten= 0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span= 0.00-48.00 hrs; dt= 0.02 hrs ' Link A: Wetlands Hydrograph 26 - - ... - -.. L71n flow ,- 23.42 GI Primary 24 _ zsazcrs _ I.nfiow-Area=8.977 .ac 22 - -- - --- . 20 - 1 18 - - _... _ -- 16 - -.. N 0 12 - -- --- .. LL 10 - - g --'-_ ... - - 6- 4- 2 0 Li # 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 1 1 1 1 hb StormCAD Table & Gutter Flow Analysis \1vhb�pmjAWethemfieldM2263 M AlNepor 39DrainageM2263.gg SWm-Do"r Management ReporLd= 6/15/2017 Precipitation Frequency Data Server NOAA Atlas 14,Volume 10,Version 2 Location name:South Windsor Town of, - • Connecticut, USA* Latitude:41.8137°, Longitude:-72.556° i Elevation:114.39 ft** source:ESRI Maps '"source:USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Pedca,Sandra Pavlovic,Michael St.Laurent,Cad Trypaluk,Dale Unruh,Orlan Wilhite NOAA,National Weather Service,Silver Spring,Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals in inches/hour 1 Average recurrence interval (years) Duration 00 1 100000� 1 2 5 10 25 50 100 200 500 1000 4.01 4.87 6.28 7A4 9.05 10.3 11.5 13.1 15.1 16.7 5-min (3.11-5.17) 1 (3.78-6.28) 11 (4.85-8.12) 1 (5.71-9.68) 11 (6.73-12.3) 11 (7.50-14.3) 1 (8.17-16.6) 1 (8.78-19.3) 1 (9.79-23.2 (10.6-26.1) 2.84 3.45 4.45 5.27 6.41 7.28 8.16 9.26 10.7 11.8 10anin (220-3.66) 1 (2.68-4.45) 1 (3.43-5.75) 1 (4.05-6.86) 11 (4.77-8.72) 1 (5.32-10.1) 1 (5.79-11.8) 1 (6.23-13.7) 1 (6.94-16.4) 1 (7.48-18.5) 15-min 2.23 2.70 3.49 4.13 5.02 5.71 6.40 7.26 8.40 9.26 (1.73-2.87) 1 (2.10-3.49) 1 (2.69-4.51) 1 (3,18-5.38) (3.74-6.84) 1 (4.17-7.95) 1 (4.54-9.25) 1 (4.88-10.7) 1 (5.44-12.9) 1 (5.86-14.5) 30-min 1.50 1.82 2.35 2.79 3.39 3.86 4.33 4.91 5.68 6.27 (1.16-1.93) 1 (1.41-2.35) 11 (1.82-3.04) 1 (2.14-3.63) 1 (2.53-4.62) 1 (2.82-5.37) 1 (3.07-6.25) 1 (3.30-7.26) 1 (3.68-8.71) 1 (3.97-9.80) 60-min 0.939 1.14 1.48 1.76 2.14 2.43 2.73 3.10 3.58 3.95 (0.729-1.21) (0.886-1.48) 1 (1.14-1.91) 1 (1.35-2.29) 11 (1.59-2.91) 1 (1.78-3.39) 1 (1.94-3.94) (2.08-4.58) (2.32-5.49) 1 (2.50-6.18) 2-hr 0.608 0.736 0.944 1.12 1.36 1.54 1.73 1.98 2.32 2.58(0.474-0.778) (0.573-0.943) (0.734-1.22) (0.864-1.45)1 1 (1.13-2.14) 1 (1.24-2.50) 1 (1.34-2.91) (1.51-3.53) 1 (1.63-4.00) 3-hr 0.466 0.563 0.723 0.855 1.04 1.18 1.32 1.52 1.79 2.00 (0.365 0.595) (0.441 0.720) (0.563 0.927) (0.662 1.10) (0.781-1.41) (0.870.1.64) (0.950-1.91) (1.03-2.23) (1.17-2.72) (1.27-3.09) 6-hr 0.293 0.355 0.457 0.542 0.658 0.748 0.838 0.973 1.15 1.29 (0.230-0.372) (0.279-0.452) (0.358-0.583) (0.422-0.695) (0.498-0.888) (0.556-1.03) (0.608-1.21) (0.660-1.42) (0.752-1.74) (0.8221.98) 12-hr 0.178 0.217 0.283 0.336 0.411 0.468 0.525 0.613 0.728 0.816 (0.141-0.224) (0.172-0.275) (0.222-0.358) (0.263-0.429) (0.312-0.551) (0.350-0.644) (0.383-0.755) (0.417-0.887) (0.477-1.09) 1(0.522-1.25) 24-hr 0.104 0.129 0.170 0.205 0.251 0.288 0.324 0.381 0.458 0.515 (0.083-0.131) (0.103-0.163) (0.135-0.215) (0.161-0.259) (0.192-0.336) (0.216-0.394) (0.238-0.465) (0.260-0.549) (0.300-0.682)1(0.331-0.782) 0.059 0.074 0.099 0.120 0.148 0.170 0.192 0.230 0.279 0.317 2{lay (0.047-0.073) (0.059-0.093) (0.079-0.124) (0.095-0.151) (0.114-0.198) (0.129-0.233) (0.143.0.276) (0.157-0.328) (0.184-0.413)I(0.204-0.478) 0.043 0.054 0.072 0.087 0.108 0.124 0.140 0.168 0.205 0.233 3-day (0.034-0.053) (0.043-0.067) (0.058-0.090) (0.069-0.110) (0.084-0.144) (0.094-0.170) (0.105-0.201) (0.115-0.240) (0.135-0.303) (0.150-0.350) 0 0.034 0.043 0.058 0.070 0.086 0.099 0.112 0.134 0.164 0.187 Oda (0.028-0.043) (0.035-0.054) (0.046-0.072) (0.056-0.088) (0.067-0.115) (0.076-0.135) (0.084-0.161) (0.092.0.191) (0.108-0.241) (0.120-0.279) 0.023 0.029 0.038 0.046 0.057 0.065 0.073 0.087 0.105 0.119 7-day (0.019-0.029) (0.023-0.036) (0.031-0.047) (0.037-0.057) (0.044-0.075) (0.050-0.088) (0.055-0.104) (0.060-0.123) (0.070-0.154)1(0,077-0.178) 10-day 0.019 0.023 0.030 0.036 0.044 0.050 0.056 0.066 0.079 0.089 (0.015-0.023) (0.019-0.028) (0.024-0,037) (0.029-0.044) (0.034-0.057) (0.038-0.067) (0.042 0.078) (0.045-0.092) (0.052-0.115) (0.057-0.131) 20-da 0.014 0.016 0.019 0.022 0.027 0.030 0.033 0.038 0.044 0.048 y (0.011-0.017) (0.013-0.019) (0.016-0.024) (0.018-0.028) (0.021-0.034) (0.023-0.040) (0.025-0.046) (0.026-0.053) (0.029-0.063) (0.031-0.071) 30�1ay 0.011 0.013 0.015' 0.017 0.020 0.023 0.025 0.027 0.031 0.034(0.009-0.014) (0.011-0.016) (0.013-0.019) (0.014-0.022) (0.016-0.026) (0.017-0.029) (0.018.0,034) (0,019-0.038) (0.021-0.045) (0.022-0.049) 45-day 0.010 0.011 0.012 0.014 0.016 0.017 0.019 0.020 0.022 0.024 ) (0.008 0.012) (0.009-0.013) (0.010-0.015) (0(0.011-0.017) .012-0.020) (0.013 0.022) (0.014-0.025) (0.014-0.028) (0.015-0.032) (0.016-0.035 60-day 0.008 ) ( 0.009 0.011 0.012 0.013 ) 0.014 0.016 0.017 0.018 0.019 ) (0.007-0.010 0.008-0.011) (0.009-0.013) (0.009-0.014) (0.010-0.017 (0.011-0.019) (0.011-0.021) (0.012-0.023) (0.012-0.026) (0.012-0.028 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not ' checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top hftps:Hhdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=41.8137&Ion=-72.5560&data=intensity&units=english&series=pds 1/4 6/15/2017 Precipitation Frequency Data Server PF graphical PDS-based intensity-duration-frequency (IDF) curves Latitude: 41.8137°, Longitude: -72.5560® 100.000 ' Average recurrence interval 10.000 (Years) S — 1 2 1.000 ... ... ... .. ' 5 10 0 25 � - — 50 a — 100 2!` — 200 a 0.010 ;...;.__ .. 500 1000 0.001 s t s s s r+i v -0 -0 v v v v -0 -0-0 �n o A a o N r i A 4 r� o © o en o 14 ra rn W .i ry rn v u� Duration 100.000 10.000 ...... .. ....... �.—.....-- C Duration C1.000 -.. . - - 5-min — 2-day v 10-fnin — 3-day c 15-min — 4-day 0.100 — 30-min — 7 rlay a — 60-min — 1O-day w — 2-"r — 20-day a0.010 _....:.................. .................:------- ...... — 3-br — 30-day 6fi ' r — 45- ay — 12-hr — 60-day 0.001 24-hr 1 2 5 10 25 50 100 200 500 1000 Average recurrence interval (years) NOAA Atlas 14,Volume 10,Version 2 Created(GMT):Thu Jun 15 20:28:03 2017 Back to Top Maps & aerials Small scale terrain https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=41.8137&Ion=-72.5560&data=intensity&units=english&series=pds 214 6/15/2017 Precipitation Frequency Data Server �1 b) - aa ve w _ -= 54uth Windsor f � r �d ti 3km 2mi 6RE ,,..._ . Manchester Htt Large scale terrain 1 NEW HAmrSHIRE .Albany Nashua • Sowell �Q MASSACHUSETTS Worcester *Boston DES Springfield Plymc Providence ` Mar4ord New Bedford Waterbury RHO DF w CANECTI-CUT;. tm l? MFal r' + Bridgeport• 100km 0 mi Large scale map ' 0 Nashua Albany e. nu"ns Wotc �r Boston n 'Springfield ' Plym Providence llRford rt W e ry New Fain Bed rk '` Bridgeport + 100km rk 6 mi Fekann Large scale aerial ' https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=41.8137&Ion=-72.5560&data=intensity&units=english&series=pds 3/4 6/15/2017 Precipitation Frequency Data Server Worcesterlishua Providence H drt fod Connecticut dgeport 100km 6 mi ta�.s Back to Too US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring,MD 20910 Questions?:HDSC.Questions(a).noaa.00v Disclaimer hftps:Hhdsc.nws.noaa.gov/hdsc/pfds/pfds_pri ntpage.htm l?lat=41.8137&Ion=-72.5560&data=intensity&units=engl ish&series=pds 4/4 Schematic CB-8 CO- m o Co-20 DI0IFf8` CB-20 co CB-26 COas �1 � a ° c° Y 1 B H7 CB-22 / DMf'14 co-42 OCS �� -- CB 9 °o U o o C 23 B- DMH5/ Co_, \- DMH1 �9 Co2a C13-6 I °° "" �F}DLD B o Q ° ... 4o F+B-�.y / I CB-10 c�'^ °° o MH2 C CB-12 B-11 C0,3 CB 4 z CB-14 CO-21 °_8 cB-24 -, ' ' CB- CB-13 CB- CO�6 CB-25 N °O 26 FIL ° i Co\ 1 L \ o YD-2 r- co-Q CB-1� w CB-1 CB-2 co i Bentley StormCAD V8i(SELECTseries 5) 42263_StormCAD.stsw Bentley Systems,Inc. Haestad Methods Solution Center [08.11.05.1161 11/30/2017 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Label Inlet ! Inlet Inlet C Local Flow Catch Basin - Location Drainage Local Local CA S 10 Year Storm Event Area Time Intensity �ftZ) System CA Local Rational Elevation Longitudinal Road Cross Depth Spread/Top Bypassed Bypassed (ftz) (min) (in/h) O Flow (Rim) Slope(Inlet) Slope Yp CB-1 . . On Grade (cfs) (ft) Cft/ft) (Gutter) r) _ Width YP sled CA Intercept 6,965 0.503 Cft/ft) Rational Flow ([tz) CB-2 " On Grade 5 7.440 3,506 (ft) (cfs) ed CA CB-3 3,310 0.765 5 1,157 0.60 105.90 (ftz) On Grade 4,007 .0.768 T 2,532 1,993 0.083 0.020 CB 4 In Sag 5 7.440 Q.44 105.4Q 0.07 3.7 0.40 7,972 0.615 3,077 39,699 Q.083 0.020 0.07 2,349 1,157 CB-S .. On Grade .. 5 7.440 4,903 0.53 98.90 0.012 3.3 0.29 1 697 CB-6 2,413 0 780 5 89,206 0.84 0.020 0.14 6.9 836 On Grade 2,561 0.624 7.440 1,882 1,148 97.70 0.020 0.81 4,717 CB-7 5 7.440 . 0.32' . 104.50 0.00 0.0 2,323' on: 2,.074 0900 1,598 527 0.065 0.020 0 Q6 0.00 0 10,881 CB-8 In Sag 5 7.440 1,867 0.28 104.50 0.065 3.1 0.22 CB-9 9,950 0.830 101`6400.32. 0.020 1261 In Sag 10,448 0.880 5 7.440 8,257 115�968 102.70 0.050 0.02D 0.06 2.9 0.18 1,071 621 CB-10 In Sag 2,781 5 7.440 9 196 1.42 97.80 0.06 3.2 0.22 527 CB-il In Sag 0.762 5 125,165 1.58 0.020 0.00 1251 616 g 1,592 7.440 2,119 96.50 0.020 0'0 0.00 0 CB-12 0.900 5 127,284 0.36 96.80 0.00 0.0 9,507 In Sag 4,319 0.667 7' 0 1,433 1,433 0.020 0.00 0 9,196 CB-13 5 7.440 0.25 97.00 0.00 0.0 0.00 In Sag 37,298 0.752 2,882 4,314 0.50 0.020 0.00 0 21119 CB-14 In Sag 34,2 8 5 7.440 28,030 97.60 0.020 0"0 0.00 0 1,433 CB-15 0.752 5 28,030 4.83 97.20 0.00 0.0 In Sag 12,468 0.653 7.440 25,838 25,838 0.020 0.00 0 2,882 OCS In Sag 5 7.440 4.45 97.20 0.00 0.0 0.00 (N/A) (N/A) 8,139 8,139 1.40 0.020 0.00 0 28,030 CB-17 In Sag 16,130 5 7.440 0 96.80 0.020 0'0 0.00 0 25,838 CB-18 In Sag 0.749 5 7.440 0 0.00 88.00 0.00 0.0 16,130 0.749 12,078 12,078 0:020 0.00 0.00 0 8,139 CB-19 On Grade 5 7.440 12,078 2.08 96.90 0.0 0.00 0 CB-20 2,741 0.612 5 24,156 2.08 0.020 0.00 0.0 0 In Sag 1,688 0.900 7.`40 1 870 5,814 91.10 0.020 0.00 0 12,078 CB-21 In Sag 5 7.440 032 101.50 ' 0.00 0.0 0.00 1,676 0.900 1,519 2,413 O.040 0.020 0.10 0 12,078 CB-22 On Grade 5 7.440 1,508 0.26 111.50 5.2 Q.68 3,963 CB-23' 1,482 0..900 5 5,756 0.26 111.50 0.020 0.00 0 0 1952 On Grade 7•440 1 334 0.020 0.00 0 21413 CB-24 1,550 0.900 5 440 0.23 0.00 0.0 , In Sag 8,967 7.440 1,395 901 121.90 0070 0.020 0.00 0 2,443 CB-25' On;Grade 0.501 5 7.440 0.24 121.90 0.05 2.7 22,242 0.481 4,546 12,788 Q_070 . 0.42Q` 0.05 Oi15 894' 440 CB-26 On'Grade 5 7.440 10,703 0.78 97.70 2'7 0..16 935' i CB-27 3,286 _` 0.700 5; 3,532 1.84 " 98.90 0.020 0.00 0 0 460 In Sag 5,467 0.600 7.440 2,301 95,267 0.012 " 0.020' 0.00 0 12,788 YD-2 In Sag 5 7.440 0.40 102.60 0.16 8 1 1.00 3,988 0.469 3,280 4,822 0.050 0.020' 0.07 7,171' 3532 YDi In Sag 11,201 5 7.440 1,869 0.56 97.80 3.5 027 1,542 0.371 5 7.440 4,153 1,869 0.32 99.50 0.020 0.00 0.0 0.00 759 4,153 0.72 98.90 0.020 0.00 0.0 0 4,822 0.020 0.00 0 0 0.00 0 1,869 0.00 0 4,153 i j 42263 StormCAD.stsw 11/30/2017 Bentley Systems,Inc. Haestad Methods solution Center 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Bentley StormCAD V8i(SELECTseries 5) [08-11.05.116] Page 1 of 1 I, Conduit - 10 Year Storm Event Label Start Stop Diameter Length Slope Velocity Manning's Flow Capacity(Full 'Invert Start Invert(Stop) Cover Cover Elevation Elevation(Start) ( p) Hydraulic Hydraulic Grade, Node Node (in) (Unified) (Calculated) (ft/s) n (cfs) Flow) (ft) (ft) (Start) (Stop)' Ground(Start) Ground Grade Line Line(Out)' (ft) (1}lft) (cfs) (ft) (ft) (ft) (Stop) (In) (ft) �! (ft) (ft) I' 101.60 3.00 8 101.75 CO-3 CB-2 CB-19 12.0 101.3 0.050 5.35 0.012 0.34 8.66 101.50 96.40 2.90 4.10 105.40 101.50 101.774 96.72 CO-4 YD-2 CB-19 12.0 48.8 0.012 3.20 0.012 0.32 4.28 97.00 96.40 1.50 4.10 99.50 101.50 97.23 96.72 CO-5 CB-19 C13-3 12.0 155.3 0.005 3.07 0.012 0.97 2.59 96.30 95.60 4.20 2.30 101.50 98.90 96.72 96.01 CO-6 CB-25 C13-3 12.0 23.6 0.013 3.90 0.012 0.61 4.35 95.90 95.60 2.00 2.30 98.90 98.90 96.22 95.85 r CO-7 C13-3 C13-4 18.0 122.5 0.006 5.34 0.012 6.40 8.60 93.20 92.50 4.20 3.70 98.90 97.70 94.18 93.75 CO-8 CB-24 C13-4 12.0 19.9 0.015 5.92 0.012 2.20 4.74 94.70 94.40 2.00 2.30 97.70 97.70 95.33 94.90 CO-9 C13-6 C13-5 12.0 18.7 0.016 2.42 0.012 0.09 4.89 101.50 101.20 2.00 2.30 104.50 104.50 101.62 101.29 CO-10 C13-5 DMH4 12.0 45.7 0.011 2.66 0.012 0.20 4.03 95.50 95.00 8.00 10.20 104.50 106.20 95.68 95.15 CO-11 C13-4 DMH4 24.0 177.6 0.005 6.17 0.012 13.93 17.44 92.40 91.50 3.30 12.70 97.70 106.20 93.75 92.84 CO-12 CB-22 CB-23 12.0 15.6 0.019 2.44 0.012 0.08 5.36 118.80 118.50 2.10 2.40 121.90 121.90 118.91 118.58 CO-13 CB-23 DMH7 12.0 52.8 0.064 4.60 0.012 0.15 9.79 118.40 115.00 2.50 2.00 121.90 118.00 118.56 115.09 CO-14 DMH7 CB-21 12.0 111.5 0.057 4.40 0.012 0.15 9.25 114.90 108.50 2.10 2.00 118.00 111.50 115.06 108.59 CO-15 CB-20 CB-21 12.0 15.8 0.019 4.03 0.012 0.42 5.31 108.50 108.20 2.00 2.30 111.50 111.50 108.77 108.51 CO-16 YD1 DMH4 12.0 35.8 0.008 3.52 0.012 0.72 3.53 95.90 95.60 2.00 9.60 98.90 106.20 96.25 95.91 CO-17 DMH4 CB-26 24.0 131.4 0.005 6.33 0.012 14.30 17.89 91.40 90.70 12.80 9.90 106.20 102.60 92.76 92.05 CO-18 CB-26 C13-7 24.0 19.5 0.010 8.15 0.012 14.08 24.83 90.60 90.40 10.00 10.30 10160 102.70 91.95 91.84 CO-19 CB-21 DMH8 12.0 83.5 0.050 7.24 0.012 0.95 8.66 108.10 103.90 2.40 4.80 111.50 109.70 108.51 104.12 CO-20 DMH8 C13-7 12.0 124.6 0.051 7.23 0,012 0.94 8.68 97.00 90.70 11.70 11.00 109.70 102.70 97.41 91.84 j CO-21 CB-14 C13-4 15.0 77.6 0.005 4.62 0.012 4.45 5.02 94.70 94.30 1.25 2.15 97.20 97.70 95.61 95.15 CO-22 CB-13 MH-6 12.0 18.0 0.017 7.22 0.012 4.83 4.98 94.70 94.40 1.50 8.20 97.20 103.60 95.61 95.22 CO-24 FIELD A MH-6 12.0 21.6 0.012 2.11 0.012 0.09 4.15 94.75 94.50 1.75 8.10 97.50 103.60 95.27 95.27 CO-26 MH-6 CB-3 15.0 108.8 0.006 4.82 0.012 4.90 5.20 94.30 93.70 8.05 3.95 103.60 98.90 95.27 94.60 CO-27 CB-15 FES4 12.0 87.1 0.055 8.37 0.012 1.40 9.06 92.80 88.00 3.00 0.00 96.80 89.00 93.30 88.27 CO-28 FIELD B DMH5 12.0 12.3 0.020 2.61 0.012 0.09 5.50 94.75 94.50 1.75 1.60 97.50 97.10 94.87 94.59 CO-29 CB-17 DMH5 12.0 63.8 0.006 4.18 0.012 2.08 3.05 93.40 93.00 2.50 3.10 96.90 97.10 94.23 94.08 CO-30 CB-27 C13-8 12.0 46.0 0.007 3.36 0.012 0.83 3.12 94.80 94.50 2.00 2.30 97.80 97.80 95.18 94.85 CO-31 C13-7 C13-8 24.0 202.1 0.005 6.18 0.012 14.98 17.24 90.40 89.40 10.30 6.40 102.70 97.80 91.84 90.95 CO-32 C13-8 C13-9 24.0 138.6 0.005 6.30 0.012 16.44 17.41 89.40 88.70 6.40 5.80 97.80 96.50 90.95 90.21 CO-33 C13-9 DMH1 24.0 59.3 0.005 6.32 0.012 17.28 17.43 88.60 88.30 5.90 7.20 96.50 97.50 90.21 89.80 CO-34 DMH1 CB-10 24.0 53.7 0.006 6.62 0.012 17.08 18.31 88.20 87.90 7.30 6.90 97.50 96.80 89.73 89.39 CO-35 CB-11 CB-12 12.0 19.9 0.015 3.18 0.012 0.25 4.74 93.00 92.70 3.00 3.90 97.00 97.60 93.20 92.96 CO-36 CB-12 DMH2 12.0 55.1 0.005 3.04 0.012 0.74 2.85 92.60 92.30 4.00 3.70 97.60 97.00 92.96 92.65 CO-37 DMH2 0-2 30.0 36.0 0.125 22.28 0.012 21.07 157.05 87.50 83.00 7.00 0.00 97.00 85.50 89.06 83.74 CO-38 CB-10 DM112 24.0 16.4 0.012 9.12 0.012 17.20 27.03 87.90 87.70 6.90 7.30 96.80 97.00 89.39 88.99 CO-39 DMH5 CB-18 12.0 44.5 0.007 2.72 0.012 2.14 3.17 92.90 92.60 3.20 3.50 97.10 97.10 94.08 93.95 CO-40 CB-18 DMH2 12.0 89.3 0.006 5.25 0.012 4.12 2.89 92.50 92.00 3.60 4.00 97.10 97.00 93.95 92.86 CO-42 OCS I FES-5 1 24.0 1 89.71 0.006 6.53 0.012 15.381 18.30 72.501 72.001 13.501 1.001 88.001 75.001 73.911 73.40 I I Bentley StormCAD V8i(SELECTseries 5) 42263_StormCAD.stsw Bentley Systems,Inc. Haestad Methods Solution Center [08.11.05.116] 11/30/2017 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Lipe, Michele .11 From: Summers,Walter Sent: Tuesday, December 12, 2017 12:51 PM To: Lipe, Michele. Subject: RE: Response to Evergreen Crossing Michele, In reviewing the CG-100 drawing submitted by Fuss & O'Neil concerning the water main design for Evergreen Crossing, it appears to meet my concerns for connecting the water main from LA Fitness to Old Navy and also supplying the Evergreen Crossing project on Tamarack Ave.. Please make the installation and completion of the water main infrastructure a condition for Certificate of Occupancy. Thanks Walter Summers, Fire Marshal Mail: 1540 Sullivan Ave., South Windsor, CT., 06074 Office: 232 West Rd. 860-282-0669 Exi 1 www.southwindsor.org Working Smoke Alarms and Carbon Monoxide Alarms Saves Lives Please be advised that all emails to and f•om the Town of'South Windsor are subject to FOI requests. This e-mail message is intended only jor the named recipient(y) above. It may contain confidential information that is privileged or that constitutes official work product. If you are not the intended recipient, you are hereby notified that any use, dissemination, distribution or copying of'this e-mail and any attachments) is strictly prohibited From: Lipe, Michele Sent:Tuesday, December 12, 2017 10:54 AM To:Summers, Walter<Walter.Summers@southwindsor.org> Subject: RE: Response to Evergreen Crossing Hi Walter, Can you give me a quick call on this when you get a chance? Thanks, Michele From:Summers,Walter Sent:Thursday, December 7, 2017 10:49 AM To: Lipe, Michele<Michele.Lipe southwindsor.org> Cc: Kevin Cooney fire dept<kcooney@southwindsorfire.org>; Brian Peck<bpeck@southwindsorfire.org> Subject: Response to Evergreen Crossing Michele, i Here are my responses to VHB submittal dated November 30th concerning Evergreen Crossing Retirement Community Comment 1: Interconnection in Lowes Parking Lot Response: Letter must be filed with the Town as a condition for receiving any temporary or final of Certificate of Occupancy. Comment 2: Water Main completion between La Fitness and Old Navy Response: Water main shall be shown on final Planning and Zoning approved site plan drawings and be a condition for receiving any temporary or final of Certificate of Occupancy. Thanks Walter Summers, Fire Marshal Mail. 1540 Sullivan Ave., South Windsor, CT, 06074 Office: 232 West Rd 860-282-0669 Ext I www.south-vvindsoL.org Working Smoke Alarms and Carbon Monoxide Alarms Saves Lives Please be advised that all emails to and from the Town of South Windsor are subject to FOI requests. This e-mail message is intended only_for the named recipient(,) above. It may contain confidential information that is privileged or that constitutes official workproduct. If you are not the intended recipient, you are hereby notified that any use, dissemination, distribution or copying oj'this e-mail and any attachment(s) is strictly prohibited 2 1w�-gV10hb@ .0 0 December 11,2017 Ref: 42263.00 Michele R. Lipe,AICP Director of Planning 1540 Sullivan Ave South Windsor,CT 06074 Re: Senior Independent Living Facility Waiver—Access&Parking Zoning Code 4.2.11.C.2.d Dear Ms. Lipe, This letter represents our client's formal request for a Waiver from Section 4.2.11.C.2 of the South Windsor Zoning Regulations. The zoning section states: §4.2.7 7.C2: "Off-street parking shall generally be distributed around buildings in order to ensure pedestrian oriented/pedestrian friendly sites where pedestrians and the building architecture, rather than the automobile and the parking lot, are the primary focus Not more than one-third(3396)of the parking shall be located between the principal building and the public street... " Section "4.2.11.C.2.d" allows the Commission to grant a waiver to this zoning section considering certain proposed amenities onsite. The site's proposed landscaping and paver crosswalks within the parking field of the Living Facility have been designed to meet the intent of this zoning regulation. Additionally, as noted in the zoning code,the overall site design achieves the intent of the code by making the building architecture and pedestrian recreational space features the primary focus of the site. Should you require any additional information, please don't hesitate to contact me at 860-807-4369. Sincerely, Vanasse Hangen Brustlin, Inc. Mark G✓rocki Senior Project Engineer mgrocki@vhb.com 100 Great Meadow Road Engineers I Scientists I Planners 1 Designers Wethersfield,Connecticut 06109 P 860.807.4300 \\Ctmidciat\projects\42263.00\docs\VARIOUS\Waiv r Request-Sr Independent Living F 860.372.4570 Facility-2017-12-11.docx MEMORANDUM To: Michele Lipe, Director of Planning From: Jeff Doolittle, P.E., Town Engineer r M1n Date: December 12, 2017 " Re: App 17-38P Evergreen Crossing Retirement Community at Evergreen Walk, Units 3, 4 and 8 1 have reviewed the revised site plans for the above application. Most of my previous comments have been addressed but I have the following comments: 1. On the Grading and Drainage Plan there is an existing 18 inch CPP that the proposed extension of Hemlock Ave crosses. The depth of this pipe needs to be checked as it will be very shallow (estimated less than 1 foot cover) under the proposed private road and wall. 2. 1 suggest the existing CB by the existing end of Hemlock Ave be relocated north of this intersection where it will be out of the intersection and collect more storm water. 3. Check the proposed elevations of the drainage structures. DMH3 shows a Rim elevation of 103.6 in the front parking lot with an elevation of about 98. 4. On the Utility Plan, the location where the proposed force main enters the gravity sanitary sewer on Hemlock Ave is better. Check the proposed Rim elevation of SMH 5 as it does not appear to agree with the existing elevations. 5. At the end of the 4" force main add a piece (at least 10 feet) of 8" PVC gravity sewer main before the new SMH to reduce the velocity of the sewer flows before they enter this SMH. 6. Add a note that the 4" Sanitary Force Main is to have at least 4 feet of cover for insulation. 7. Check the design head for the sanitary pump station. It is shown as 28 feet and I get a static head of about 25 feet. 8. Show the size of the proposed grease interceptors on the Utility Plan. 9. Sheet P101-C shows an 8" sanitary sewer by the grease interceptors and a 6" ST to Storm Sewer in the kitchen and these are not on other plumbing or site sheets. Check and clarify these notes. 10.Provide calculations for sizing the 2 hydrodynamic water quality units shown on the plans, DMH2 and CB15. 11.The detention basin outlet structure (OCS) needs to have a top CB grate (or MH frame and cover) for access, and possibly as another overflow. The detail on sheet C-06 for the multi-stage outlet control structure should include a top elevation. The concrete areas between Orifice A, B and the Overflow Weir are very small. Check the dimensions and constructability of this structure as shown in the detail. Please let me know if you have any questions. I EVERGREEN CROSSING INDEPENDENT LIVING FACILITY PH 11/24/17 1. Request for request for a Special Exception to Section 7.3 Assisted Living/Independent Living Facilities and site plan approval for a 183,682 sf Senior Independent Living Facility with 130 units, on property located at 151 Buckland Road, Units 3, 4 and 8 totaling 18+ acres, Buckland Road Gateway Development zone 2. The PZC added this use to the general plan earlier this year. In that approval, the Commission stated the following concerns raised during the General Plan of Development update application process were to be addressed with the next site plan: • Completion of the water loop for the site; under design • Completion of final pavement (from Cedar Avenue heading south); completed • Timeframe for removal of structures on site (old barns and vacant houses along Buckland Road); not indicated • Timeframe for completion of the walking trail; under discussion with owner • Establishment of a road network for the new proposed Independent Living Facility to Cedar Avenue and Hemlock Ave so that there are two primary access roads to the new proposal. proposed as an emergency access 3. This use, is permitted by special exception. Special exception review criteria for this use 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. • Surrounding property values will be conserved. • The character of the neighborhood will be maintained or minimally disrupted. 1 • The general welfare of the community will be served. • There is a balance between neighborhood acceptance and community needs. • Historic factors are adequately protected; or due consideration to preservation of historic factors has been demonstrated. • The overall physical appearance of the proposed development is compatible with surrounding development and the Commission's goals for the neighborhood/corridor. • The architectural design is aesthetically pleasing and blends well into the surrounding area. • 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. 4. Additional criteria specific to independent facilities include: • The Assisted Living Facility proposal will help meet senior housing needs of South Windsor. • The Assisted Living Facility has been designed to meet the needs of handicapped residents or visitors. • The architectural design is aesthetically pleasing and blends well into the surrounding area. 5. The facility will be served by a single access drive from Hemlock Ave with a secondary emergency entrance that will be gated from Evergreen Way. The general plan shows that this roadway will ultimately extended both northerly and southerly connecting the two ends of Tamarack. Then the roads extends north, we would anticipate the emergency access way to be removed. 6. There will be a retaining wall abutting the roadway on the easterly side. We had asked the applicant for some information on the aesthetics of the wall. I have a couple sample sheets of the product to distribute to the Commission. 7. There are very low volumes of traffic associated with a senior facility should be easily handled by the existing road network and traffic signals along Deming Street/Buckland Road. The peak increases include: 8. As presented, the site plan shows 163 parking spaces, including one van spot. Our regulations require 1.25 space per dwelling units or 163 spaces for this facility. Twenty- seven of the spaces provided with be within three garage structures shown to the rear of the building. 9. The applicant is requesting a waiver in accordance with Section 4.2.11.C.2.d which allows the applicant to propose greater that 33% of sites parking in the front of the building 2 between the site and Buckland Road. The Commission can grant a waiver when the applicant demonstrates innovative parking layouts with features that make the parking area integral to the site design. The applicant has addressed this in their formal request. 10. Proposed impervious coverage is 28; 50% allowed. Proposed building height is 3 stories/41 feet. Under section 7.3.5.B the building height for an assisted living facility may be increased to three stories 45 feet if the front and is increased to 125 feet. � ) Y 11. The Independent Living Facility regulation requires that the applicant provide at least one and half acres of recreational area for this size facility. The applicant has highlighted on Sheet C-02.2 the recreation areas. It includes the fenced-in garden area as well as a walkway and lawn areas around the perimeter of the building. 12. The Fire Marshal has reviewed this plan. He had requested a paved access drive around the perimeter of the building to provide for emergency access which has been provided. There are two outstanding items related to the water connection that he has requested as approval conditions. They include: • The water main completion between Old Navy, LA Fitness and the Evergreen Crossing project on Tamarac Ave as shown on Fuss & O'Neill CGI01 must be operational before any temporary or final Certificate of Occupancy is issued • A letter must be filed with the Town of South Windsor verifying the Connecticut Water interconnection in Lowe's parking lot has been completed before any temporary or final Certificate of Occupancy is issued. 13. Public water and sewer are provided. Water Pollution Control Authority approval is required. 14. There are regulated wetlands on site. IWA/CC approved this application on 10/19/07 with a bond shall be collected in the amount of$30,000 to ensure proper placement and maintenance of erosion and sediment controls; a bond shall be collected in the amount of $25,000 for the construction and maintenance of the stormwater system during construction; and a bond shall be collected in the amount of$15,000 for the proper establishment of the water quality basin plantings, to be held for three growing seasons. 15. The Architecture and Design Review Committee reviewed this site plan on 0cotober16, 2017. The ADRC was pleased with the architecture and landscaping as presented. They did have two color suggestions related to the roof and garage doors and the applicant has incorporated both of these suggestions into the revised plans. 16. A free-standing sign is proposed as shown on the site plan. If the Special Exception and site plan are approved, the Planning Department has no additional modifications to request. 3 S�V1N Sr Tio� O-P Sot� V&U/&;�It 1540 SULLIVAN AVENUE a SOUTH WINDSOR, CT 06074 f�dsoe•co TELEPHONE L860 644-2511 CERTIFIED MAIL�014 2120 0003 3214 3887 December 19,2017 Cameron General Contractors C/o Mark Grocki VBB 100 Great Meadow Road, Suite 200 Wethersfield, CT 06109 Dear Mr. Grocki: Re: Appl. 17-38P,Evergreen Crossing Retirement Community Special Exception and Site Plan Approval, 151 Buckland Road,Units 3,4, and 8 We are pleased to advise you that the Planning & Zoning Commission voted on December 12, 2017 to approve with modifications the above referenced application for a Special Exception.to Section 7.3 and Site Plan Approval. This approval is to allow for a 183,682 sf Senior Independent Living Facility with 130 units, on property located at 151 Buckland Road, Units 3,4, and 8, Buckland Gateway Development zone as shown on plans prepared by VHB, Project # 42263.00, dated September 27, 2017 as revised. This approval is subject to the following modifications: 1. Prior to commencement of any site work, a meeting must be held with Town Staff. 2. No building permit will be issued until the final mylars have been filed in the Town Clerk's office. 3. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission, including bonds in the amount of$30,000 to ensure proper placement and maintenance of erosion and sediment controls; a bond shall be collected in the amount of$25,000 for the construction and maintenance of the stormwater system during construction; and a bond shall be collected in the amount of$15,000 for the proper establishment of the water quality basin plantings,to be held for three growing seasons. 4. A landscape bond in the amount of$15,000 is required and must be submitted prior to the issuance of a certificate of occupancy if work is not completed. 5. All bonds must be in one of the forms described in the enclosed Bond Policy. 6. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 9.1.3 of the Zoning Regulations. 7. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 8. This approval does not constitute approval of the sanitary sewer,which can only be granted by the Water Pollution Control Authority. 9. The building street number must be included on the final plan. 10. Pavement markings must be maintained in good condition throughout the site drives and parking areas. 11. All free standing signs and/or building signs require the issuance of a.sign permit before they are erected. 12. If a State Traffic Commission certificate is required,no building permits will be issued until the certificate has been issued(per CGS §14-311). 13. A waiver is granted to Section 4.2.11.C.2.d to allow more than 33%of the parking between the principal building and a public street. 14. Engineering comments dated 12/12/17 must be incorporated into the final plans. 15. The water main completion between Old Navy, LA Fitness, and the Evergreen Crossing project on Tamarac Avenue as shown on Fuss& O'Neill Sheet#CG101 must be operational before any temporary or final Certificate of Occupancy is issued. 16. A letter must be filed with the Town of South Windsor verifying the Connecticut Water interconnection in Lowe's parking lot has been completed before any temporary or final Certificate of Occupancy is issued. 17. A through route from the Evergreen Walk trail system to Tamarack Avenue must be provided for pedestrian and bicycle use. Any sidewalk along this route shall be at least 10' wide and signage shall be provided to direct this traffic. Black and white transparent mylars of VHB Sheet#'s C-02.1 and C-3.0 and Fuss &O'Neill Sheet#CG-101 with the above modifications,together with three blueprint copies of the entire set of plans as revised must be submitted to this Commission. The letters of approval of.this Commission as well as the Inland Wetlands Agency/Conservation Commission must be reproduced on the mylars. After the mylars have been signed by the Commission,they will be returned to you for filing in the Office of the Town Clerk. After filing these plans, a copy of the receipt must be submitted to the Planning Department. The attached Special Exception form must be completed and filed in the Town Clerk's office. The special exception will take effect upon filing. Sincerely, Z't&'a— � 0 Bart Pacekonis, Chairman Planning and Zoning Commission Enclosure BP/llz cc: Town Engineer Fire Marshal The Special Exception will take effect upon filing of this form. I, Bart Pacekonis, Chairman of the South Windsor Planning & Zoning Commission, hereby certify that on December 12, 2017 the Planning and Zoning Commission granted to Evergreen Walk, LLC a Special Exception to Section 7.3 of the Zoning Regulations and site plan approval for a 183,682 sf Senior Independent Living Facility with 130 units, on property located at 151 Buckland Road, Units 3, 4, and 8, Buckland Gateway Development zone as shown on plans prepared by the VHB, Project 42263.00, dated September 27,2017 as revised. This approval is subject to the following modifications: 1. Prior to commencement of any site work, a meeting must be held with Town Staff. 2. No building permit will be issued until the final mylars have been filed in the Town Clerk's office. 3. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission,including bonds in the amount of$30,000 to ensure proper placement and maintenance of erosion and sediment controls; a bond shall be collected in the amount of$25,000 for the construction and maintenance of the stormwater system during construction; and a bond shall be collected in the amount of$15,000 for the proper establishment of the water quality basin plantings,to be held for three growing seasons. 4. A landscape bond in the amount of$15,000 is required and must be submitted prior to the issuance of a certificate of occupancy if work is not completed. 5. All bonds must be in one of the forms described in the enclosed Bond Policy. 6. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 9.1.3 of the Zoning Regulations. 7. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 8. This approval does not constitute approval of the sanitary sewer,which can only be granted by the Water Pollution Control Authority. 9. The building street number must be included on the final plan. 10. Pavement markings must be maintained in good condition throughout the site drives and parking areas. 11. All free standing signs and/or building signs require the issuance of a sign permit before they are erected. 12. If a State Traffic Commission certificate is required,no building permits will be issued until the certificate has been issued(per CGS §14-311). 13. A waiver is granted to Section 4.2.11.C.2.d to allow more than 33%of the parking between the principal building and a public street. 14. Engineering comments dated 12/12/17 must be incorporated into the final plans. 15. The water main completion between Old Navy, LA Fitness, and the Evergreen Crossing project on Tamarac Avenue as shown on Fuss& O'Neill Sheet#CG101 must be operational before any temporary or final Certificate of Occupancy is issued. 16. A letter must be filed with the Town of South Windsor verifying the Connecticut Water interconnection in Lowe's parking lot has been completed before any temporary or final Certificate of Occupancy is issued. 17. A through route from the Evergreen Walk trail system to Tamarack Avenue must be provided for pedestrian and bicycle use. Any sidewalk along this route shall be at least 10' wide and signage shall be provided to direct this traffic GIS Pin 15300151 Property Description: ALL THAT CERTAIN real property, situated in the Town of South Windsor, County of Hartford and State of Connecticut, being known and designated as UNIT 3 (being current Unit 3 and parts of Unit 4 and Unit 8) of EVERGREEN WALK PLANNED COMMUNITY, together with all appurtenances thereto, as more particularly described and set forth in that certain Declaration of Evergreen Walk Planned Community by Evergreen Walk, LLC dated November 21, 2003 and:recorded in Volume 1555 at Page 1, as amended by a First Amendment thereto dated October 25, 2004 and recorded in-Volume 1660 at Page 259, as amended by a Second Amendment thereto dated June 27, 2007 and recorded in Volume 1915 at Page 4, as modified by Affidavit dated August 15, 2007 and recorded in.Volume 1927-at Page 249, as further modified by a Third Amendment thereto dated April 13, 2009 and recorded in Volume 2035 at Page 159, as further amended by a Fourth Amendment thereto dated August 26, 2013 and recorded*in Volume 2366 at Page 180, as further amended by a Fifth Amendment thereto dated August 26, 2013 and recorded in Volume 2366 at Page.206, as further amended by a Sixth Amendment thereto dated December 17,.2013 and recorded in Volume 2389 at Page 19, as further• amended by a Seventh Amendment thereto•dated May 14, 2014 and recorded in Volume 2407 at Page 180, as further amended by an Eighth Amendment thereto dated September 1, 2015 and recorded in Volume 2428 at Page 59, as further amended by a Ninth Amendment thereto dated February 11, 2015 and recorded in Volume 2449 at Page 37, all of the South Windsor Land Records,as the same-may be amended, modified and/or supplemented from time to time. Note:"Unit 3-(with a portion of Un1t 4 and a portion of Unit 8) will be created by plat and further amendment to the above Declaration of Evergreen Walk Planned.Community.. BEGINNING AT A POINT,SAID POINT BEINGAT THE INTERSESTUJN OF THE WESTERLY-LINE OF THE HEREIN DESCRIBED PARCEL,THE NORTHWEST CORNER OF UNIT 2 AND THE SOUTHWEST CORNER OF UNIT 4; THENCE S 00000'00"W ALONG THE WESTERLY LINE OF UNIT 2 FOR A DISTANCE OF 187.21'TO A POINT; THENCE S 1303644"W ALONG THE WESTERLY LINE OF UNIT 2 FOR A DISTANCE OF 160.52'TO A POINT; THENCE N 71053'35"WALONG THE NORTHERLY LINE OF UNIT 2 FORA DISTANCE OF 115.93'TO A POINT; THENCE S 32°49'48"W ALONG THE WESTERLY LINE OF UNIT-2 FOR A DISTANCE OF 72.22'TO A POINT, . SAID POINT BEING THE SOUTHEAST CORNER OF THE HEREIN DESCRIBED.PARCEL,THE WESTERLY .CORNER OF UNIT 2 AND THE NORTHEAST CORNER OF UNIT 8; THENCE N 71047'12"W ALONG THE NORTHERLY LINE OF UNIT 8 FOR A DISTANCE OF 276.25'TO A POINT; THENCE N 32°31'02"W ALONG THE NORTHERLY LINE OF UNIT 8 FOR A DISTANCE OF 440.22'TO A POINT; THENCE N 54053'46"W ALONG THE NORTHERLY LINE OF UNIT 8 FOR A DISTANCE-OF 662.80'TO A POINT; THENCE N 20°51'31" E ALONG THE EASTERLY LINE OF UNIT8 FOR A DISTANCE OF 426.94'TO A POINT AT THE NORTHWEST CORNER OF.THE HEREIN DESCRIBED PARCEL,THE-NORTH EASTOORNER OF UNIT 8 AND-THE SOUTHWEST CORNER OF LAND NOW OR FORMERLY OF-859 CLARK STLLC; THENCE S 59 I9'12"E ALONG LAND NOW OR FORMERLY OF 859 CLARK ST i.LC FORA DISTANCE OF 201.79 TO A POINT AT THE NORTHERN CORNER OF THE HEREIN DESCRIBED PARCEL,THE SOUTHEAST -CORNER OF LAND NOW OR FORMERLY OF 859 CLARK ST LLC AND.THE SOUTHWEST CORNER OF UNIT 9, THENCE S 67058'25" E ALONG THE SOUTHERLY LINE OF UNIT 9 FOR A DISTANCE OF 9S100'TO A POINT AT THE NORTHEAST CORNER OF THE HEREIN DESCRIBED PARCEL,THE SOUTHERLY LINE OF UNIT 9 AND THE NORTHWEST CORNER OF UNIT 4; THENCE S 21020'26"W ALONG.THEWESTERLY LINE OF UNIT FOR A DISTANCE OF 52.42'TO A POINT; THENCE S 36011'14" E ALONG THE WESTERLY LINE OF UNIT FOR A DISTANCE OF 132.00'TO A POINT; THENCE S 18038'48"W ALONG,THE WESTERLY LINE OF UNIT 4 FOR A DISTANCE 0.F-42.62'TO A POINT; THENCE S 6r58'2V E ALONG THE NORTHERLY LINE OF UNIT 4 FOR A DISTANCE OF 42.00'TO A POINT; THENCE S 21°20'26"W ALONG THE WESTERLY LINE OF UNIT 4 A FOR DISTANCE OF 99.00'TO A POINT; THENCE RUNNING SOUTHWESTERLY ALONG A CURVE TO THE LEFT HAVING A RADIUS OF 500.00',A CENTRAL ANGLE OF 10034'04"AND AN ARC LENGTH OF 92.22'TO A POINT; THENCE•S 10046'22"W ALONG THE WESTERLY LINE OF UNIT4 A FOR DISTANCE OF 17.51'TO THE POINT OF BEGINNING. SAID PARCEL CONTAINS 792,728 SQUARE FEET, MORE OR LESS. OWNER OF RECORD: Evergreen Walk, LLC Dated at South Windsor, Connecticut this 19t'day of December 2017. In accordance with CGS Section 8-3d Chairman Bart Pacekonis, Planning&Zoning Commission Received for record this day of , 20_, at South Windsor, Connecticut ATTEST: '(AWN Sf'4 To� v^/ G U aleSC-J,IC� w� &U&olt 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 J�Osox•co TELEPHONE (860) 644-2511 January 25, 2018 VHB Attn. Mark Grocki, PE 100 Great Meadow Road, Suite 200 Wethersfield, CT 06109 Re: WPCA Approval—Evergreen Crossing Retirement Community P&Z Application#17-38P Dear Mr. Grocki: The South Windsor Water Pollution Control Authority, at its Special Meeting on January 9, 2018, gave approval for connection to the Town's sewerage system for proposed±183,682 sf senior independent living facility to be known as the Evergreen Crossing Retirement Community located at 900 Hemlock Avenue, South Windsor, CT, and as more specifically shown on plans entitled "Site Plans, Evergreen Crossing Retirement Community,900 Hemlock Avenue,South Windsor", prepared by VHB,Wethersfield, CT; Project No.:42263.00, dated 9/27/2017; Drawing Title "Utility Plan", Drawing No. C-04.0, Revisions Dates: 11/30/17. This approval is subject to the following conditions: 1. A copy of a 20' access easement from Hemlock Avenue to SMH 2 as depicted on the site utility plans; 2. The sewer lateral, pump station and force main will be maintained by property owner up to the point of discharge to the public sanitary sewer; 3. Generator backup for the private pump station; 4. Provide maintenance plans and contact information for pump station and oil/grease separator, 5. Wastewater pollutant levels shall conform to Town discharge limits; 6. Discharge flows shall not exceed 15,000 gpd without WPCA approval; 7, A connection charge of$3,845/buildable acre or applicable rate at time of connection; 8. A lateral charge of$1,167 or applicable rate at time of connection; 9. Technical approval of the Town of South Windsor Engineering Department; and 10. Final Authority approval and acceptance of the sanitary sewerage connection will be conditional upon the installed sewer line having been inspected by the Town staff, and upon the written verification of the Town staff that said sanitary sewer line was installed in substantial conformance with the design plans approved by the Authority, and meeting all regulations and appropriate technical specifications relating to sanitary sewer construction. This approval letter must be superimposed on the final approval plans. Very truly yours, Richa d ties, Ch Water P Ilution Control Authority RA: ead cc: Michael J. Gantick, Director of Public Works Jeff Doolittle, Town Engineer/Assistant Director of Public Works Michele Lipe, Director of Planning Chris Dougan, Chief Building Inspector Jcz vOhbo February 28, 2018 Ref: 42263.00 Mr.Jeff Doolittle, PE,Town Engineer Town of South Windsor 1540 Sullivan Ave. South Windsor, CT 06074 Re: App 17-38P Evergreen Crossing Retirement Community at Evergreen Walk, Units 3,4,and 8 Dear Mr. Doolittle, VHB is pleased to submit these responses to your December 12, 2017 memo. Comment 1: On the Grading and Drainage Plan there is an existing 18-inch CPP that the proposed extension of Hemlock Ave crosses. The depth of this pipe needs to be checked as it will be very shallow(estimated less than 1-foot cover) under the proposed private road and wall. Response: The 18" pipe is proposed to be lowered a few feet and is now set to have a min. 2ft cover. Comment 2: 1 suggest the existing CB by the existing end of Hemlock Ave be relocated north of this intersection where it will be out of the intersection and collect more storm water. Response: The existing CB at Hemlock has been relocated north of the intersection.The existing CB this new CB replaces is proposed to be converted to a manhole top. 100 Great Meadow Road Engineers I Scientists I Planners I Designers Wethersfield,Connecticut 06109 P 860.807,4300 \\vhh\proj'\Wethersfield\42263.00\dots\VARIOUS\Comments\2017-12-12-Twm $6�.372.4157iJ Engineer\2018-02-28-Response to comments letter.doa - Mr.Jeff Doolittle ��► Ref:42263.00 �� v►� February 28,2018 ��� Page 2 hb Comment 3: Check the proposed elevations of the drainage structures. DMH3 shows a Rim elevation of 103.6 in the front parking lot with an elevation of about 98. Response: All drainage structures have been doublechecked for rim accuracy with the proposed grading. DMH3 has been revised accordingly Comment 4: On the Utility Plan,the location where the proposed force main enters the gravity sanitary sewer on Hemlock Ave is better. Check the proposed Rim elevation of SMH 5 as it does not appear to agree with the existing elevations. Response: The rim for SMH5 has been re-corrected. Comment 5: At the end of the 4"force main add a piece (at least 10 feet) of 8" PVC gravity sewer main before the new SMH to reduce the velocity of the sewer flows before they enter this SMH. Response: Note:We have revised our pump station design calculations and a 3" dia.force main is adequate in lieu of 4".We have revised the plan as such. The 10LF of 8" pipe has been added at the end of the force main Comment 6: Add a note that the 4" Sanitary Force Main is to have at least 4 feet of cover for insulation. Response: A note has been added at the callout of the 3"force main to maintain 4ft of cover for insulation.Where 4ft of cover cannot be met(i.e.when in close proximity to the SMH5 connection point, Inv=114, grade=117), a sewer insulation detail shall be followed (see sheet C-6.0). This is unavoidable due to the high inverts in the existing sanitary main. Comment 7: Check the design head for the sanitary pump station. It is shown as 28 feet and I get a static head of about 25 feet. \\vhb\proj\Wethersfield\42263A0\docs\VARIOUS\Comments\2017-12-12-Town Engineer\2018-02-28-Response to comments lettecdocx Mr.Jeff Doolittle Ref:42263.00 � February 28,2018 R" v Page 3 Response: The pump station design has been revised and 28.6ft of head is accurate(high el=114.0, "lead pump off"el=85.4). Comment 8: Show the size of the proposed grease interceptors on the Utility Plan. Response: Size of grease interceptors is noted as 2— 1,076 gal. grease interceptors in series. Comment 9: Sheet P101-C shows an 8" sanitary sewer by the grease interceptors and a 6" ST to Storm Sewer in the kitchen and these are not on other plumbing or site sheets. Check and clarify these notes. Response: The 8" sanitary sewer note on this drawing by the grease interceptors was a type-o and has been removed. Final architectural design drawings will have correct callouts when submitting for building permit. Comment 10: Provide calculations for sizing the 2 hydrodynamic water quality units shown on the plans, DMH2 and C615. Response: Calculations for sizing the water quality unit DMH2 was provided in the Stormwater Management Report. Included with this letter are the design calculations for CB15. It is rated for 0.7CFS of water quality flow and the required calculation is 0.17CFS. Both units are appropriately sized. Comment 11: The detention basin outlet structure (OCS) needs to have a top CB grate(or) MH frame and cover) for access, and possibly as another overflow. The detail on sheet C-06 for the multi-stage outlet control structure should include a top elevation. The concrete areas between Orifice A, B and the Overflow Weir are very small. Check the dimensions and constructability of this structure as shown in the detail. \\vhb\prof\Wetherstfield\42263.00\docs\VARIOUS\Comments\2017-12-12-Town Engfneer\2018-02-28-Response to comments Ietter.doa Mr.Jeff Doolittle Ref:42263.00 vhb February 28,2018 Page 4 Response: The OCS detail has been revised to show a grate top. The detail on C-06.1 has been revised to scale to verify orifice elevations can be constructed as designed. We trust you will find these responses satisfactory. If you wish for additional information, please contact me at your earliest convenience. Sincerely, Mark R. Grocki, PE, LEED AP BD+C, CPESC Senior Project Engineer marocki@vhb.com CC: Michele Lipe—Planning Dept \\vhb\prof\Wethersfield\422b3.00\docs\VARIOUS\Comments\2017-12-12-Tom Engineer\2018-02-28-Response to comments lettecdocx .SOWN Sf4 yAp < O �G a m � w� 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 sox•co TELEPHONE (860) 644-2511 January 25, 2018 VHB Attn. Mark Grocki, PE 100 Great Meadow Road, Suite 200 Wethersfield, CT 06109 Re: WPCA Approval—Evergreen Crossing Retirement Community P&Z Application#17-38P Dear Mr. Grocki: The South Windsor Water Pollution Control Authority, at its Special Meeting on January 9, 2018, gave approval for connection to the Town's sewerage system for proposed±183,682 sf senior independent living facility to be known as the Evergreen Crossing Retirement Community located at 900 Hemlock Avenue, South Windsor, CT, and as more specifically shown on plans entitled "Site Plans, Evergreen Crossing Retirement Community,900 Hemlock Avenue,South Windsor", prepared by VHB,Wethersfield,CT; Project No.:42263.00, dated 9/27/2017; Drawing Title "Utility Plan", Drawing No. C-04.0, Revisions Dates: 11/30/17. This approval is subject to the following conditions: 1. A copy of a 20' access easement from Hemlock Avenue to SMH 2 as depicted on the site utility plans; 2. The sewer lateral, pump station and force main will be maintained by property owner up to the point of discharge to the public sanitary sewer; 3. Generator backup for the private pump station; 4. Provide maintenance plans and contact information for pump station and oil/grease separator, 5. Wastewater pollutant levels shall conform to Town discharge limits; 6. Discharge flows shall not exceed 15,000 gpd without WPCA approval; 7. A connection charge of$3,845/buildable acre or applicable rate at time of connection; 8. A lateral charge of$1,167 or applicable rate at time of connection; 9. Technical approval of the Town of South Windsor Engineering Department; and 10. Final Authority approval and acceptance of the sanitary sewerage connection will be conditional upon the installed sewer line having been inspected by the Town staff, and upon the written verification of the Town staff that said sanitary sewer line was installed in substantial conformance with the design plans approved by the Authority, and meeting all regulations and appropriate technical specifications relating to sanitary sewer construction. This approval letter must be superimposed on the final approval plans. Very truly yours, 1 Richa d ries, Ch Water P Ilution Control Authority RA: ead cc: Michael J. Gantick, Director of Public Works Jeff Doolittle, Town Engineer/Assistant Director of Public Works /Michele Lipe, Director of Planning Chris Dougan, Chief Building Inspector STATE OF CONNECTICUT DEPARTMENT OF TRANSPORTATION a 4 2800 BERLIN TURNPIKE, P.O. BOX 317546 3Fsr �he� NEWINGTON, CONNECTICUT 06131-7546 OF 7R Phone: (860)594-3020 March 8,2018 John Finguerra,President Evergreen Walk,LLC 1109 Rose Lane Virginia Beach, VA 23451 Dear Mr.Finguerra: Subject: Town of South Windsor Evergreen Walk Expansion Revision to Conditions of Certificate 1533 B Enclosed is a copy of Traffic Investigation Report No. 132-1608-01 approved on March 6,2018, detailing the revised conditions of a Certificate No. 1533-B. The approval shall not become effective until the Traffic Investigation Report has been recorded on the municipal land records in accordance with Condition No. 12 and this office has been provided with evidence of recording(i.e.copy of recorded report). Sincerely, David A. Sawicki Executive Director Office of the State Traffic Administration Enclosures Copy to: Sergeant Christopher Duchesne-Christopher.duchesne@southwindsor.org Mr. Christopher Dougan Ms.Michele R.Lipe-Michele.lipe@southwindsor.org Mr.Lyle Wray-lwray@crcop.org Stephen F.Mitchell,P.E.-stephen.mitchell@aecom.com An Equal Opportunity Employer Printed on Recycled or Recovered Paper T-20 REV 3116 Report by: A.Mermelstein Date: 1/18 STATE OF GONNECTICUT OSTA No.: 132-1608-01 Checked by: P.Onwuazor Date: 1/18 DEPARTMENT OF TRANSPORTATION Loc No.: OFFICE OF THE Recommended by: z; STATE TRAFFIC ADMINISTRATION Approved by OSTA i TRAFFIC INVESTIGATION See Previous Traffic Investigation Report No: REPORT c� 132-0706-01 and 132-0405-01 Town of South Windsor Date: Requested by: Stephen F.Mitchell,PE Location: Evergreen Walk Now Requested: Letter Buckland Road ` Date: August 22,2016 z1 Executive Director Recommendations: In accordance with Section 14-311 of the Connecticut General Statutes, as revised, it is recommended that the conditions of Office of the State Traffic Administration (OSTA) Certificate No. 1533-B (Traffic Investigation Report No. 132-0706-01)issued May 15,2015 be revised as indicated below. These conditions are based on and refer to the plans prepared by FLB Architecture & Planning, Inc. entitled: A. "Master Plan—General Plan of Development, Evergreen Walk, Evergreen Walk, LLC," Plan Z-3, Sheet No. lof 3,dated February 20,2014,and revised May 10,2017. B. "Master Plan— General Plan of Development, Evergreen Walk, Evergreen Walk, LLC," Plan Z-3, Sheet No.2 of 3, dated February 20,2014, and revised May 10,2017. C. "Master Plan— General Plan of Development, Evergreen Walk, Evergreen Walk, LLC," Plan Z-3, Sheet No.3 of 3,dated February 20,2014,and revised May 10,2017. And the Google aerial map plans prepared by AECOM entitled: D. "Signing Plan, Ev6rgreen Walk Mixed Use, OSTA#132-1608-01," Sheet l of 2, dated January 22, 2018. E. "Signing Plan, Evergreen Walk Mixed Use, OSTA#132-1608-01," Sheet 2 of 2, dated January 22,2018. 1. That the overall site development be revised to 1,460,400 square-feet gross floor area mixed-use with 5,440 parking spaces in accordance with the attached plans. 2. That the following conditions of Certificate No. 1533-B (Traffic Investigation Report No. 132- 0706-01)be rescinded: • Condition Nos.4, 5, 7, 8, 16, 17,and • Condition No. 18 pertaining to the 1-84 eastbound off ramp 3. That all other conditions of Certificate No. 1533-B(Traffic Investigation Report No. 132-0706-01) remain in effect. Town of South Windsor Evergreen Walk Buckland Road Traffic Investigation Report 132-I608-0I 4. That the existing traffic signals at the following locations be revised to include adaptive traffic signal control technology and new video detection equipment: • I-84 Eastbound off-ramp(Exit 62)at Buckland Street(Intersection No. 076-259) • I-84 HOV ramps at Buckland Street(Intersection No.076-266) • Buckland Street at Pavilions Drive(Intersection No. 076-269) • Buckland Street at Redstone Road 5. That side-mounted extruded-aluminum guide signs be installed on both sides of the I-84 Eastbound off-ramp (Exit 62) to Buckland Street in substantial conformance with the referenced plans and in accordance witli the Department of Transportation standards. 6. Tharguide signs be installed on Buckland Street in substantial conformance with the referenced plans. 7. That a bond be posted and maintained in the amount of $100,000 to cover the costs of satisfying the conditions of this report. Upon submission of the final design plans, the dollar amount of this bond may be adjusted either upward or downward during the encroachment permit review process. 8. That a bond be posted and maintained with the Town of Manchester to cover the costs of the work required by Condition Nos.4 and 6 of this report. 9. That the bond required under Condition No. 21 of Traffic Investigation Report No. 132-0706-01 may be released upon posting of the bond noted in Condition No. 7 of this report. 10. That the bond required under Condition No.23 of Traffic Investigation Report No. 132-0706-01 may be released upon posting of the bond noted in Condition No. 8 of this report. 11. That the bond required under Condition No. 22 of Traffic Investigation Report No. 132-0706-01 may be released upon written confirmation from the Town of South Windsor that all the work required under Traffic Investigation Report No. 132-0706-01 on BuckIand Road in the Town of South Windsor has been completed. 12. That these revisions shall not become effective until a copy of this report has been recorded on the municipal land records in accordance with the attached procedure. 13. That the OSTA reserves the right to require additional improvements or changes, as deemed necessary, due to the development's traffic in the future. The cost of any additional improvements or changes shall be borne by the owner of the development. Mr. Stephen F. Mitchell, P.E., the applicant's authorized representative, concurred with the above recommendations on February 15,2018, except for Condition No. 13 due to it being open-ended. Sergeant Christopher R. Duchesne, the representative for the Local Traffic Authority for the Town of South Windsor,concurred with the above recommendations on March 2,2018. Mr. James Mayer, the representative for the Local Traffic Authority for the Town of Manchester, concurred with the above recommendations on February 21,2018. 2 Report of Findings Town of South Windsor Evergreen Walk-Buckland Road Traffic Investigation Report 132-1608-01 The applicant is currently proposing to revise the mixed-use development to 1,460,400 square feet total gross floor area, consisting of the following: • 600,480 s.f.of retail • 45,000 st.of recreational space • 251,170 s.:E of offices • 72,000 square-foot hotel(108 rooms) • 246,550 s.f. of residential(200 units) • 245,200 s.f. of assisted Iiving(290 units) The applicant's engineer, in an August 22, 2016 letter to the Office of the State Traffic Administration (OSTA), requested a revision to the conditions of Certificate No. 1533-B to remove the conditions associated with the construction of a triple left-turn on the 1-84 Eastbound off-ramp(Exit 62)approach to Buckland Street. The basis for the applicant's request is as follows: • The current proposal includes the following changes: o a reduction in the amount of retail development o a reduction in the amount of office development o a reduction in the development's total building area and a change in land use. • The applicant's consultant engineer stated "...Evergreen Walk is concerned that the costs associated with the construction of the triple left turn are so excessive, that they cannot be supported by the development,given its reduced scope" The following work was required with the previously proposed triple-left on the 1-84 Eastbound off-ramp: • Widening of the 1-84 Eastbound off--ramp • Widening of Buckland Street in the vicinity of the 1-84 Eastbound off-ramp • Provision of force-off detection for Buckland Street northbound • Installation of overhead guide signs on the I-84 Eastbound off-ramp Instead of the above-noted work associated with the triple-left, the applicant is currently proposing the following: • Installation of side-mounted extruded-aluminum guide signs on the 1-84 Eastbound off ramp o Two sets o One sign on each side of the ramp o On structural steel breakaway supports and foundations • Installation of additional guide signs along Buckland Street • Modifications to Town of Manchester traffic signals to include adaptive signal control technology with a new detection system(Gridsmart): 0 1-84 Eastbound off-ramp(Exit 62)at Buckland Street(Intersection No. 076-259) 0 1-84 HOV ramps at Buckland Street(Intersection No. 076-266) o Buckland Street at Pavilions Drive(Intersection No. 076-269) o Buckland Street at Redstone Road 3 Report of Findings Town of South Windsor Evergreen Walk-Buckland Road Traffic Investigation Report 132-1608-01 Division of Traffic Engineering's notes: • The applicant's engineer indicated that their analysis of the triple Ieft does not show a benefit sufficient to support pursuing the significant construction of the triple left. The Division's review acknowledges the following: o Motorists may not use all three left-turn lanes for optimal capacity benefit due to motorists' destinations on Buckland Street. o The submitted analyses shows that the 951 percentile queues will not extend beyond the two lane storage length of the I-84 eastbound off ramp. • The applicant's engineer indicated the adaptive signal control and new detection can optimize traffic flow on Buckland Street while simultaneously minimizing queues on the 1-84 Eastbound off-ramp (Exit 62) based on pre-programmed algorithms that select optimal timing plans for each signal cycle. The timing plans are based on traffic demands from each approaches of the intersection. The Town of Manchester indicated support for this proposal. • It was recommended that additional information be provided on the web sites of Evergreen Walk businesses to notify motorists which lane they should be in when traveling on the off ramp and on Buckland Street. 4 •.` w 994 )elt70N ROAO { QAKCA4b Mo AO 4! / ,� it �' �� `���1�r- •` 4�.. •`� p�fr F• J qT 1• y ice, `a N w eLMOF �� ` ,y\\�\ • WAY .. SSREEf � Hktg \xW ...r'/ ��s Rir`-� \'fN\• � � ter• ORV �f, �`` � pA`�q�5 illGifdlFif . 67 _ L,� y ' Ro IAND USE TAM � {ry . `love oFSoufl.7D:.id�oz n�E Exnumn '�i'�bl L �It '`wmuxat kkrlm EDsnne uro/mov ,mu eaw�s f� Z ikeakmv.mif Skap,at Ermrpan Walk Y6,,So5E i W w4] cem{Nmsl ss,oaosE a" ❑ N�xom "`�"�``�°ouD�""`°"�°°"�`_ TNft wit oaoos u �yf'. BYIBtiaNcA6{inlellltlo0 > I unne ss sf �' � keamn na]ae,�vnwmair.,,,,...e.,c.w., s nstusr xn xo,e �� 4a►ti _ iTto {1{ PIM mn.aYmpsaymYm®Rm+mtlmYw®m+mnYY 'p'.1MShopsrtEverpaen Wak 9,n EF 40 _ eb.8wtlf. �/ w 6aNEbYewpmata umv 'p - •: saatiNY+m4-e ammnr�lmlm]h 1W i. � yret�RW•®elms WnAEnaoavwt�Yma.ma EOM McEkal Cemsr ,e]OSF i fit, YB+m�Um.e kmms,Wmtl OYa Ynm• pgka.EaM�eY SB,WOSF tat N �jti W a®4m�Yb+eK�Ylam4bhW�vJWmm mlv-f atro]tm OIIIu.Unn30 15,0.vY IS " = G e�xunevHwaM.mama]®�e®]efnpexwaau mom. ��.ae o.E.fa �•aoo.5f ]]L]]o3F � tl'Ij _`—����� Q���((�� �r"�•� �I��} = a.Y il a�� Nm� Ynhuaiee ]�� A �k' kkµy atnuewnm�Mrttmmswm�rota m wi .,>akma uwv mM vxaa ss ] Nib lxc and`6 � _ _...-... - ��,e �. /( ;F.`i G ♦ I EfUOfND I @ @gg W 9�& / 41 / 4,4 J, r / W�A�ULGNG , �♦ //�,4' / ��—�—mil ', / ` Q cc I� OPEN SPACE Y Z Y ftc i%J.� ��- ♦ / IF yt Z % Rw SHEET1 %� r SHEET � SHEET i W w SHEET 2 ., - � SHEET 2 O \o� r SHEET 2 / p ag)A �// 9 - Z-3 . n �, \ ��„ �♦♦ Ir 11.4 � � I I ♦ ,.! � �/ :i' II ♦♦♦♦ _ �.':r A/ ..r r Nuwrvc OPEN SPACE '\/ � .♦/ B*TmNcAdMtlebetlm NYI'Earpk unnNWISr. $ta °-f' i SHEET 1 ,♦•♦ 1 SHEET 1 SHEET 2 r. :. •. �♦ �� SHEET 2 a . .� (�t11TTl lllllh�OPEN SPACE i♦� \ x s 1. a b, el I.ylf ter/ I'^ ♦; r �/�� � I u l { WM1LINw 1RNL e f II O OT Q � Fi g� � E QfIN o Y / C�r{S ellLu � 1 LU R. Lzu SHEET 2 j w Lu OPEN SPACE Z-3 zors ORaExo 4 SHEET2 r: Mp SHEET 3 iF / 1 :r\\ � � $A ; OPEM SPACE xEnoEmMM NO Q Jllull. �9 O 1 SIDEWALK qL / r r FUTURE Z j BIKELu LANE smereanrodstaem IX Z w ma's 161a w BIKE LANE SMITH STREET" E' a w w RECOMMENDED Z-3 ,� 3of3 SIGNING PLAN Evergreen �4+3}°a�� ���� OSTA# 132-1608-01 January 22,2018 o Sheet 1 or 2 •� �fd�bi3AS� i3 a � �s .. i err '�dJ Pavilions Dr.—� yt NEXT SIGNAL i arws�wr vurer wr oNro �o 1 OD �w Note: �—1. Sign Details(legend and sizes)to be Pleasant Valley Rd. determined/finalized during encroachment permit Buckland Hills Dr.—► review. NEXT SIGNAL 2. Modify Signals to add Adaptive Signal Control in o conjunction with Gridsmart Detection. SIGNING PLAN _ Evergreen Walk Mixed Use OSTA# 132-160E-01 January 22,2018 Sheet 2 of 2 AECOM m_ sr so GREEN BAIXGROVHD � m to WC!MxD nnvtuOxs BUtl¢nND NOLLS DR SJRFR ..} 0. R\ 1 l � 31DR MDlIMF.D FXiHWL�0.WMINUM �1 g e. . Note: 1. Sign Details (legend and sizes)to be determined/finalized during encroaehmtimpLniTia �-- L review. Modify Signals to add Adaptive Signal Control in i o r conjunction with Gridsmart Detection. 1Ot `��%ofhb® TRANSMITTAL 100 Great Meadow Road VHB Suite 200 RECEIVED Date: 3/12/2018 Project No.: 42263.00 Wethersfield,CT 06109-237 J Telephone (860)807-4300 Fax (860)3724570 MAR 12 Z018 www.vhb.com SOUTH WINDSOR PLANNING DEPT. Re: South Windsor,CT To: Michele R. Lipe,AICP Sr. Independent Living Facility Director of Planning Town Filing &MYLAR 1540 Sullivan Ave. South Windsor, CT 06074 We are sending you: ® Attached ❑ Under Separate cover via Courier the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ DVDs ❑ Specifications ❑ Copy of Letter ❑ ChgOd ® Other Copies Date No. Description 2 3/8/2018 Site Planset 1 3/8/2018 MYLAR—sheets C-02.1, 3.0, 6.7, and F&O plan CG-101 These are transmitted as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit Copies for approval For your use ❑ Approved as noted ❑ Submit Copies for distribution ❑ As requested ❑ Return for corrections ❑ Return Corrected prints ❑ For review and comment ❑ For bids due ❑ Returned prints on loan to VHB REMARKS: VHB agrees to provide materials to the Client stored electronically. The Client recognizes that data,plans,specifications,reports,documents,or other information recorded on or transmitted as electronic media,including,but not limit to,CADD Documents(together,"Electronic Documents")are subject to undetectable alteration,either intentional or unintentional,due to,among other causes,transmission,conversion,media degradation,software error,or human alteration. Accordingly,the Electronic Documents are provided to the Client for informational purposes only and not as an end product. VHB makes no warranties,either express or implied,regarding the fitness or suitability of the Electronic Documents. The Electronic Documents are instruments of professional service,and shall not be used,in whole or in part,for any project other than that for which they were created,without the express written consent of VHB and without suitable compensation to VHB. Accordingly,the Client agrees to waive any and all claims against VHB resulting in anyway from the unauthorized alternation,misuse or reuse of the Electronic Documents,and to defend,indemnify,and hold VHB harmless for any claims,losses,damages,or costs,including attorney's fees,arising out of the alteration,misuse or reuse of any Electronic Documents. Copy to:. By. Mark Grocki, PE �0%4 N SE4 J 7DUlAn O-P S_a� ?d&U140t �i 9 a 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 SOR•co TELEPHONE (860) 644-2511 May 2, 2018 Cameron General Contractors Richard Shank 390 Flanders Road Stonington, CT 06378 Dear Mr. Shank: Re: Preconstruction Meeting for Appl. 17-38P, Evergreen Crossing IN ATTENDANCE Name Company E-MAIL Phone number Michele R. Lipe SW Planning michele.li e southwindsor.or 644-2511 x252 Jeffrey Folger SW Planning 'effre .fol er&southwindsor.or 644-2511 x229 Jeffrey Doolittle SW Engineering 'effre .doolittleaa southwindsor.or> 644-2511 x245 Bernie Drabek SW Engineering bernard.drabek southwindsor.or 644-2511 x241 Walter Summers SW Fire Marshal walter.summers(asouthwindsor.or 644-2511 x217 Tim Friend SW Pollution timothy.friend(c southwindsor.org 860-289-0185 Control Authority Christopher Dougan SW Building christo her.dou an a southwindsor.or 644-2511 x232 Christopher Duchesne SW Police Dept. christo her.duchesne&southwindsor.or J 860-648-6273 Tony Manfre SW Pollution anthony.manfrena southwindsor.org 644-2511 x247 Control Authority Robert Jacobsen Butler Company Jacobsen a)thebutlerco.com 860-688-8024 Richard Shank Cameron General rshankCa�cameroneneralcontractors.com 402-881-5248 Contractors Kevin Schwabe CT Water kschwabe a- ctwater.com 860-664-6137 Denise Mazzoli Cox denise.mazzoli cox.com 860-250-1378 The following is a brief summary of points discussed during the meeting: Erosion and Sedimentation Control 1. All erosion and sedimentation control measures are to be in place prior to earth moving_operations in each area and maintained/cleaned out during construction. Call Jeffrey Folger, Senior Environmental Planner for inspection when measures are in place, prior to commencement of site work or if any problems/concerns arise during construction at 860-644-2511 Ext. 229. 2. All topsoil stockpile areas to be protected(ringed with haybales or equal). 3. During construction a crushed stone tracking pad may need to be installed and maintained to minimize tracking of dirt/gravel on to Evergreen Way and Hemlock Avenue. Calcium chloride or water is to be used for dust control as required. 4. Install and stabilize the detention basin and swale on site first. Public Works 1. Three complete sets of approved/revised plans to be provided to Town prior to start of construction. They will be stamped by the Planning Department along with plans developer needs. Only approved plans are to be used on the job site. 2. The Engineering Department is to be notified forty-eight (48) hours prior to the start of major construction work in Evergreen Way and Hemlock Avenue with inspections and testing per Developers Checklist for the following: a. After site is staked out b. All drainage work c. Preparation of subgrade, compaction tests as per Developer's checklist d. Placement of bituminous concrete, two (2)inch layers maximum 3. Drain layers permits must be taken out from the South Windsor Engineering Department to install the sewer manhole and new lateral to the new buildings. There is an $80 permit fee per unit. 4. Certification of gravel used as subbase and processed stone for base will be required from an approved testing company 5. Certification of all products used -- storm pipe, structures, pavement, oil/grit separator and sewer grinder pump system shall be presented to the Town Engineer prior to installation. 6. No subgrade formation/base in frozen ground/snow. Same for pipe/structure installation. 7. Progress As Built Plans are to be submitted to the Town Engineer for approval prior to paving and after subgrade formation. Show elevations and location of all storm drainage and sanitary sewer. 8. An as built plan will be required for the improvements to the site. A separate as built plan will be required. 9. As built plans are to include horizontal and vertical location of all underdrains, footing drains, and sanitary sewers and house service laterals located as per revised as-built checklist. 10.All pipe and structures to be backfilled with free draining material compacted in maximum one foot lifts with approved compaction equipment or approved equal if deep trench is encountered. Any pipe or structure work requires inspection prior to backfilling. 11. Any problems and/or questions regarding construction of this project will be directed to Bob Jacobsen in the field at cell phone 860-88-8024 or Dick Shank at 402-881-5248. 12. Job meetings will be held as needed, and can be called by the developer or Town. 13. Seventy-two (72) hours' notice needed for a certificate of occupancy inspection. An Engineering C.O. inspection fee of$60 and a Zoning Compliance C.O. inspection fee of$30 are due at that time. 14. Any proposed changes are to be presented to the Engineering or Planning Department prior to implementation on change order form in quadruplicate with 4 copies of the drawing. Town will attempt to turn around within 24 hours. 15.Normal hours of operation 7:00 a.m.—5:00 p.m.,no work on Sunday. 16. A drain layers permit is needed for installation of the sanitary sewer. The connection charge and lateral charge will be due at that time. 17. No paving after October 15 or before April 15 without written approval from Director of Public Works. 18. Extra care must be taken when compacting around structures such as catch basins and manholes. These spots often become problem areas in the future due to settling, therefore, the town staff/inspectors will be requesting additional compaction tests in these areas. 19. Inspection of gravel access road required prior to placement of topsoil. 20. Sanitary lateral locations should be tied down to existing structures and shown on the progress as built. 21. During construction of individual sanitary sewer house laterals, the contractor shall prepare an as- built sketch on standard form provided by the Engineering Department. This form should be submitted to the design engineer/surveyor for their use in preparing the as-built plan. The Engineering Department suggests that the contractor also show locations of foundation drains and water laterals on this form. 22. Any unfinished site work will be bonded prior to Engineering and Planning Department sign-offs for a Certificate of Occupancy. Planning Department 1. Landscaping is to be installed in accordance with the approved landscaping plan. If there are changes required, contact the Planning Department. Additional landscaping installed on one part of a site will not preclude planting all of the remaining items shown on the landscaping plan. 2. All bonds required;mylar to go on file prior to issuance of building permit. 3. All easements must be submitted for review prior to filing of mylars. The sewer connection is required for manhole#2. 4. Sign permits are required for all temporary and permanent signs. Utilities 1. Contact utilities for coordination of utilities connection. Fire Marshal (Commercial Facilities) 1) Documents—Complete set of stamped plans with the following: a. Plan review paid b. Code information sheet c. Exiting plans with travel distances d. Wall types e. Door schedule f. Mechanical, Electrical, reflected ceiling g. Fire alarm h. Basic sprinkler layout ** PLAN REVIEW COULD TAKE 30 DAYS FOR APPROVALS ** 2) Inspections: a. Above ceiling b. Penetrations and separations c. Sprinkler system A. Hydraulic calculations and cut sheets B. Underground flush and hydrostatic test C. System hydrostatic test D. Main drain test/inspectors test E. Outside bell F. NFPA 13 paperwork d. Fire Alarm e. Emergency lighting test f. Final Inspection ** PLEASE NOTE THE FOLLOWING** 1. Consulting inspection will be welcomed 2. Multiple inspections can be done on the same day 3. Stocking/addition of fixtures to occupancy will only be allowed if the life safety systems are on line. Police Services 1. Emergency phone numbers for the duration of the construction must be provided to Police Services on a company letterhead. If the developer occupies or owns the building after construction emergency numbers must be provided to Police Services. 2. All buildings located on property that abuts a public highway must be numbered and visible from the street. All numbering shall comply with Town Ordinance 6-800 through 6-802. 3. Barns, garages, and outbuildings, which are located on the same premises as a numbered structure, are excluded. 4. Erect temporary sign on the site during construction identifying the project. 5. If an alarm is to be installed contact Police Services. Building Department 1. Plan review with Building Official/Fire Marshal required prior to application for building permit. Coordinate with Chief Building Official. Very truly yours, Michele R. Lipe, AICP Director of Planning MRL/llz cc: Jeffrey Doolittle, Town Engineer Bernie Drabek, Engineering Inspector Michael Gantick,Public Works Christopher Dougan, Chief Building Official Tony Manfre, Superintendent of Pollution Control Walter Summers, Fire Marshal Utilities Bob Lewis, Cameron General Contractors PRECONSTRUCTION MEETING SIGN IN SHEET (please print clearly) NAME COMPANY ADDRESS and / or EMAIL TELEPHONE_ o6b, L�o& -7ps vy k, L (4'7 6 KEVIAJ &H�-h6c:- TO'S 1i Lo- L-2 -To -S Oft, —76 -T-L,S Cff PS 9WP.D "Ib5cu b-go-'efo-044? 4W :52,4te r 0, le---X c&vae-fo C&t Cftt+Wf-6 IrG (-&W, TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBD V SION GENERAL: 4 �' l CHANGE ORER CO ACT 8R ON` C ,1 Phone No. . , Address—'I" -�° rA�• Site N e ` - " # �r! Yr2,. ✓ P&Z No �---Owner ,' % >j "� '- Phone No Contractor .. Signature of Owner 't r Date: Signature of Desig(;n ' ngr.. Date: CHANGE: (Describe location and nature of change. Include Four (4) copies of plan/profile of Change. ) �x.�. > ft' - 4., r� .'� , � f� ,.•,rt`;.. ti ', �fva 3 ,�,�`'�,(./f f,., £,� Reason for Change: (Why is change required) APPROVALS: (As Required.) f, Dir.. Of Planning��('i r" `r1 Dates Town Engineer �' �� t� �— Date: Dir. of Public 'Works Date: s Other: Date: c' STAFF COMMENT$: ` White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department PAYMENT SUMMARY RECEIPT TOWN OF SOUTH WINDSOR 1540 SULLIVAN AVENUE SOUTH WINDSOR CT 06074 DATE: 11/14/18 CUSTOMER#: 000000000 TIME: 16:20 CLERK: laurenlz RECPT#: 20903968 PREV BAL: TP/YR: MS/2019 AMT PAID: 25.00 BILL: ADJSTMNT: EFF DT: 11/14/18 BAL DUE: PERMITS/INSP PAYMENT -----------------TOTALS----------------- PRINCIPAL PAID: 25.00 INTEREST PAID: .00 ADJUSTMENTS: .00 DISC TAKEN: .00 AMT TENDERED: 25.00 AMT APPLIED: 25.00 CHANGE: .00 Cl—� PAID BY: CAMERON GENERAL CONT PAYMENT METH: CHECK PAYMENT REF: 37080 __}} W � L � TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON Steve KOchis Phone No. (860) 807-4375 Address-1 00 Great Meadow Road, Suite 200, Wethersfield, CT 06109 site Name Evergreen Crossing Retirement Community P&z No.Appl. 17-38P Owner Evergreen Walk LLC Phone No. (402) 420-3149 Contractor Cameron General Contractors - Bob Lewis L� =°�" °°"�°��� Date:Signature of Owner ,,,z,,.���o 11/21/18 Signature of Design Engr._ / Date: 11/26/18 CHANGE: (Describe location and nature of change. Include Four (4) copies of plan/profile of Change. ) It is proposed to relocate the proposed planting bed at the southern site entrance drive across the drive. It is also proposed to remove the proposed irrigation sleeve from across the entrance drive. Reason for Change: (Why is change required) The reason for the change is to remove the proposed planting.bed.and associated irrigation from the adjacent tenant's parcel area so that the irrigation and planting bed can be maintained by this project's site developer/manager in perpetuity. APPROVALS: (As R uired) Dir. Of Planning Date Town Engineer Date: Dir. of Public Works Date: Other: Date: STAFF COMMENTS: White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department November 26, 2018 vhb_ Ref: 42263.01 Michele Lipe Director of Planning Planning Department LBOiTKMANOS41� OT �"" 1540 Sullivan Avenue South Windsor, CT 06074 Re: Staff Site Change Request - Evergreen Crossing Retirement Community(900 Hemlock Avenue) Ms. Lipe, Per our conversation, it is our intent to file a Staff Site Change request regarding the relocation of the proposed planting bed and irrigation lines at the southern entrance drive to the assisted living facility. The exact change and reasoning are described on the enclosed form. The following items are to support this application: • Four(4) copies of a completed and signed Staff Site Change form • Four(4) copies of Landscaping Plan revised through November 20, 2018 • Four(4) copies of Detention Basin Plantings and Construction Plan revised through November 20, 2018 Please reach out if you have any questions or comments. Sincerely, AAA - - Steven J. Kochis, P.E. Senior Project Engineer skochis@vhb.com \\vhb\gbI\proj\Wethersf eld\42263.00\docs\VARIOUS\Applications\2018-11-20 Entrance Drive Planting Bed\2018-11-26 Staff Review Transmittal.docx TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON Steve Kochis Phone No. (860) 807-4375 Address 100 Great Meadow Road, Suite 200, Wethersfield, CT 06109 Site Name Evergreen Crossing Retirement Community P&s No.Appl. 17-38P Owner Evergreen Walk LLC Phone No. (402) 420-3149 Contractor Cameron General Contractors - q.1MYl.r. Signature of Owner Bob Lewis ��,��", "°°`- °""" Date: 11/21/18 Signature of Design Engr._ � fiord Date: 11/26/18 CHANGE: (Describe location and nature of change. Include Four (4) copies of plan/profile of Change. ) It is proposed to relocate the proposed planting bed at the southern site entrance drive across the drive. It is also proposed to remove the proposed irrigation sleeve from across the entrance drive. Reason for Change: (Why is change required) The reason for the change is to remove the proposed planting.bed.and associated irrigation from the adjacent tenant's parcel area so that the irrigation and planting bed can be maintained by this project's site developer/manager in perpetuity. APPROVALS: (As Required) Dir. Of Planningx f, Date: Town Engineer Date: Dir. of Public Works Date: Other: Date: STAFF COMMENTS: White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department -Off qwp Vhb November 26,2018 Ref: 42263.01 RECENEi t 4 - Michele Lipe Director of Planning Planning Department P1K07 1540 Sullivan Avenue South Windsor, CT 06074 Re: Staff Site Change Request- Evergreen Crossing Retirement Community(900 Hemlock Avenue) Ms. Lipe, Per our conversation, it is our intent to file a Staff Site Change request regarding the relocation of the proposed planting bed and irrigation lines at the southern entrance drive to the assisted living facility. The exact change and reasoning are described on the enclosed form. The following items are to support this application: • Four(4) copies of a completed and signed Staff Site Change form • Four(4) copies of Landscaping Plan revised through November 20,2018 • Four(4)copies of Detention Basin Plantings and Construction Plan revised through November 20, 2018 Please reach out if you have any questions or comments. Sincerely, �,,.� /__ -P ". AA Steven J. Kochis, P.E. Senior Project Engineer skochis@vhb.com \\vhb\gb�\proj\Wethersf eld\42263.00\dots\VARIOUS\Applications\2018-1 1-20 Entrance Drive Planting Bed\2018-11-26 Staff Review Transmittal-docx TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR 4E & BDIVISION GENERAL:CHANGE ORDER C ACT P RSONvL Phone No.Address 7.+ a - Site Name 2 /� �SS� No. 7_ � s P Owner Phone No. Contractor Date: Signature of Design Engr. Date: CHANGE: (Describe location and nature of change. Include Four (4) copies of plan/profile of Change. ) 6_ Reason for Change: (Why is change required) APPROVALS: (As Required) Dir.. Of Planning Date: /Z T Town Engineer Date: IL/ 've /16 Dir. of Public Wo ks Date: Other: Date: STAFF COMMENTS: i White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department SOWN SF4 CTDWY-1 O-P Soum ?d&U&Ot G ..j U S � 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 r�Osox•CO TELEPHONE (860) 644-2511 March 1, 2019 VHB Mark Grocki 100 Great Meadow Road Suite 200 Wethersfield, CT 06109 Dear Mr. Grocki: Re: Expiring Letter of Credit for Appl. 17-38P Evergreen Crossing The Planning and Zoning Commission is holding the following Letter of Credit: PROJECT BANK AMOUNT EXPIRATION Evergreen Crossing First National $70,000 5/3/19 (E&S $30,000; Stormwater $25,000; Wetlands $15,000) In accordance with our policy for accepting Letters of Credit in lieu of surety bonds, we must have an amendment to each expiring Letter of Credit well in advance, extending the term for a one-year period from the expiration date. Will you please forward us the amendment promptly? If you have any questions, please contact the Planning Department at 860-644-2511, ext. 253. Thank you. Very truly yours, 1' i `v `I Michele R. Lipe Director of Planning MRL/llz cc: Town Engineer Chief Building Official Cameron General Contractors S0*N SF4 <� � . � To� �s� � O a m � 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 J�OsoR'CO TELEPHONE (860) 644-2511 April 1, 2019 Cameron General Contractors Richard Shank 390 Flanders Road Stonington, CT 06378 Dear Mr. Shank: Re: Expiring Letter of Credit for Appl. 17-38P Evergreen Crossing The Planning and Zoning Commission is holding the following Letter of Credit: PROJECT BANK AMOUNT EXPIRATION Evergreen Crossing First National $70,000 5/3/19 (E&S $30,000; Stormwater$25,000; Wetlands $15,000) We have not yet received renewals of the Letters of Credit, which expire on May 3, 2019 as noted in our previous renewal request dated March 1, 2019. Please be advised that discussion of this matter will be placed on the April 23, 2019 agenda of the Planning & Zoning Commission. Calling of the letters of credit will be initiated at that time if we have not received a renewal. If you have any questions, please contact the Planning Department at 860-644-2511, ext. 253. Thank you. Very ye ,. rs, A Miche Direcnning MRL/llz cc: Town Engineer Chief Building Official