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App 15-48P One Buckland Center
TOWN OF SOUTH WINDSOR PLANNING &ZONING COMMISSION APPLICATION FORM RECEIVED Application Number: , Official Receipt Date: SEP 2015 Munis Application #: 8�0 150136IN SWTH WINDSOR PLm44G DEFT. APPLICANT: Scott Leonard 110 Lavender Lane Rocky Hill, CT 06067 PROJECT NAME: One Buckland Center COMPLETE LOCATION OF PROPERTY: 1,9, & 15 Buckland Road and 395 Smith Street OWNER OF RECORD ON LAND RECORDS: Scott Leonard OWNER ADDRESS: 110 Lavender Lane Rocky Hill,CT 06067 15300001, 15300009, GIS PIN # 15300015,83700395 ZONE RC-Restricted Commercial NAME, ADDRESS, TELEPHONE & EMAIL ADDRESS OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: Peter R. DeMallie Design Professionals, Inc. 21 Jeffrey Drive South Windsor, CT 06074 860-291-8755 pdemallie@dpinc.co Estimated presentation time: 30 min. THIS APPLICATION IS FOR: (Check all that apply): ❑ Zone Change to (Public Hearing and Certificate of Mailing Required) ❑ Open Space Subdivision/Resubdivision (Public Hearing and Certificate of Mailing Required) ❑ Subdivision ❑ Minor ❑ Major ❑ Resubdivision (Public Hearing Required) ❑ Minor ❑ Major ❑ Conditional Subdivision ❑ Special Exception to Table (Public Hearing and Certificate of Mailing Required) ❑✓ Site Plan of Development Q New ❑ Modification Building(s) Sq Ft 17,853 ❑ General Plan of Development ❑ Dept of Motor Vehicle License - State Hearing per Section 14-55 for ❑ Earth Filling (Sec. 7.6) and/or Earth Removal (Sec. 7.16) (Public Hearing and Certificate of Mailing Required) ❑ Regulation Amendment ❑ Zoning ❑ Subdivision -Attach proposed amendment (Public Hearing Required) ❑ Temporary and Conditional Permit (Public Hearing and Certificate of Mailing Required) for ❑ Temporary and Conditional Permit Renewal (Certificate of Mailing Required) for ❑ Detached In Law Apartment or ❑Accessory Apartment (Public Hearing and Certificate of Mailing Required) ❑ Major Home Occupation (Certificate of Mailing Required) for ❑ Other (explain in detail) *An A plication Pending Sign is required to be posted on the prope for all applications ten (10) days prior to being heard by the Commis i n. JAA 16 Si ature o App icant Sig a ure 6f Pr4erty 6wWer P.O.BOX 1167 21 JEFFREY DRIVE n SOUTH WINDSOR,CT 06074 PHONE:860.291.8755 0M FAX:8onalsi .8757 c.com www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / PLANNERS/ SURVEYORS / GIS ANALYSTS / LANDSCAPE ARCHITECTS Serving Connecticut, Massachusetts, *Rhode is/and • • • LETTER OF TRANSMITTAL To: Michele Lipe Date: 9/28/2015 DPI Project No. 1831 Director of Planning Re: One Buckland Center Town of South Windsor 1 &25 Buckland Road : WE ARE SENDING YOU: ® Attached ❑ Under separate cover via the following items: ❑ Shop Drawings ® Prints ❑ Renderings ❑ Specifications : ❑ Copy of Letter ❑ Change Order ❑ • COPIES DATE NO. DESCRIPTION 1 PZC Application Form 2 Site Plan Checklist 2 9/28/15 Storm Drainage Report 4 9/28/15 sets of plans 1 DPI check for$490.00 application fee 2 Traffic Statement • These are transmitted as checked below: ® ForApproval ❑ No exceptions taken ❑ Resubmit copies for approval • ❑ For your use ❑ Make corrections ❑ Submit copies for distribution ❑ As requested ❑ Revise and Submit ❑ Return corrected prints ® For review and comment ❑ For bids due ❑ Prints returned after ban to us • REMARKS: Also included is a letter from our client authorizing Design Professionals, Inc.to sign on his behalf as owner and applicant. SEP 2 015 SOUTH WINDSOR PLO NNING DEPI. : • SIGNED: CC: Daniel H.Jameson, :. , -D SEP 2 8 2015 TOWN OF SOUTH WINDSOR CHECKLIST REQUIRED INFORMATION SITE PLANS SOUTH WINDWR PL NNG DEPT. APPLICANT 4&rA0'CT PROJECT NAME (�►JEck�A,.�,c� ��rtE{L This checklist must be signed by plan preparer (P.E./L.S.) declaring that all required information is provided. Items 1-7 are required for all applications; items 8-11 required where appropriate. Check mark for each item supplied. 1. On each sheet for plans or maps, title block with the following information: Vf a. Name, address and telephone of applicant. J b. Name, address and telephone number of Land Surveyor or Professional Engineer. c. Name of Development. d. Date when drawings were made. 2. Key Map: An overall map drawn to a scale of 1 inch equals either 100 feet or 200 feet. This map will show the overall design of the Development and surrounding property within 500 feet. a. Data block which gives needed zoning information such as percentage of lot coverage, acreage of tract, number of apartment units, parking requirements, etc. J b. Outline of buildings. c. Layout of streets. d. Surrounding property boundaries-within 500 feet. Je. Names of abutting property owners. ✓ f. Proposed open spaces and recreation areas. g. Driveway cuts on abutting properties and any properties across from proposed site. f h. Distance to and name of nearest intersection street. 3. Architectural Elevations: See attached checklist for Architecture and Design Review. i d 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 r margin; (2) 18" x 24" with a 1/2" ruled margin, containing the following data: V a. Distance and bearings of all boundary Tines and acreage of site. Iron pins required at all property angle points and shown on map. A b. Proposed streets and street lines with center line station, curve data, and parking spaces. v/ c. Building lines in accordance with zoning regulations. d. Proposed buildings and other structures, including signs, outside lighting, and dumpsters (on concrete pad and screened). 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 J f. Names of abutting property owners. g. Monuments will be indicated at corners and angles of all streets and at all points of curvature and tangency. The monumented points within proposed site shall be coordinated. These coordinates shall appear in tabular form on the plot plan. The accessibility of these CGS points shall be determined by the Town Engineer. / h. All open space or other common or public land uses shall be indicated. i. A-2 certification; P.E./L.S. Seal. V5. 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: Va. All existing and proposed buildings. b. Curb Lines and pavement width, sidewalks. c. Existing and proposed sanitary sewers. J d. Existing and proposed water and-all existing utilities. 2 ✓ e. Present wooded area indicated by foliage lines. Any trees to be saved should be shown. f. Existing and proposed contours shall be shown in not less than two-foot intervals, but in cases of relatively level land, the contours shall be one- foot intervals and spot elevations. g . Regulated wetlands and 100-year floodplain or note that none are present. h. Proposed storm drainage system, showing all catch basins, endwalls, manholes, lengths and sizes of pipes and elevations of structures. (Maximum distance between catch basins shall be 300 feet and minimum size of storm drain lines shall be 15 inches, within Town ROW.) If plan/profile sheet is provided all of this does not need to be shown. Only top of frame elevations and inverts of open discharge pipe shall be shown on this plan. i. Connections of all springs into proposed storm drainage system as needed. j. Location and indications of existing brook channels, and 100-year flood limits. k. A-2 &T-2 Certification; P.E & L.S. Seals. 6. Landscaping plan f 7. Drainage calculations: - Zero Runoff Increase per attached guidelines. 8. Traffic Report 9. Site Lighting Plan 10. Plans and Profiles: A plan and profile of the proposed streets drawn on plan/profile paper of scales 1 inch to 40 feet horizontally, and 1 inch to 4 feet vertically on sheets not exceeding 24 inches by 36 inches, including ruled margins and containing the following: a. Layout of streets in sections coordinated by stations with the profile. b. Street plan showing roadways, drainage, sanitary sewer (including house sewer), foundation drains, lot lines, buildings including all utilities with elevations (top frame and inverts), size, type, length, slopes of pipes. J c. Sight line at driveway &street intersections. 3 v1 A d. Profile of roadway showing existing and finished grades. Roadway profile will show all tangent grade and all vertical curve information. e. Profile will show all catch basins and all drainage lines between catch basins with all invert and top of frame elevations, sizes, lengths and slopes of pipes. t✓ f. Where any storm drainage line discharges into an existing brook sufficient profile of this brook will be shown to determine conditions. rl n 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. 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. 11. Open Space Site Improvement Plans: For sites which require or include a provision for open spaces, a plan which contains data for site improvement may be required. This map shall be drawn to a scale of 1 inch equals 40 feet. 12. Sanitary Report: Where individual sanitary sewage disposal systems are proposed, the final plans shall include a Sanitary Report certified by a Professional Engineer. The report shall demonstrate the feasibility of the proposed individual systems. Z-�d � �/s PLAN PREPARER (P.E./L.S.) DATE February 2002; Rev. 4-04 4 P.O. BOX 1167 21 Jeffrey Drive SOUTH WINDSOR,CT 06074 PHONE: 860.291.8755 FAX: 8onalsi .8757 .com www.designprofessionalsinc.com Serving CT, MA,&RI CIVIL & TRAFFIC ENGINEERS I PLANNERS I SURVEYORS I GIS ANALYSTS I LANDSCAPE ARCHITECTS Traffic Statement One Buckland Center South Windsor,Connecticut : September 28,2015 The proposed development includes two buildings planned for retail use.The total gross leasable area is 17,853 square • feet.The total peak hour traffic was estimated using the Trip Generation Manual—9"'Edition,published by the Institute of Transportation Engineers.For purposes of the estimation,the`Shopping Center' land use was determined to be most appropriate(Land Use Code 820). Sunday(likely Weak hour falls between noon to 4 p.m.) : 28 entering vehicles per hour 29 exiting vehicles per hour Saturday(likely peak hour falls between 11 a.m.to 4 p.m.) 45 entering vehicles per hour • 42 exiting vehicles per hour • This estimation does not account for any`pass-by'traffic reductions. J i . V • U, � uJ ED 015 SEP2, SOUTH WfNDSOR PLANNING DEFT. t" c_ Lccr►77poc, Shopping Center (820) Average Vehicle Trip Ends vs t000 Sq. Feef Gross Leasable Area On_a: -Saturday, _ -- Peak Hour-of Generator Number of Studies: 128 Average 1000 Sq. Feet GLA: 458 r Directional Distribution: 52% entering, 48% exiting ..Trip Generation per 1000 Sq, feet Giross Leasable Area i= Avera`e Rafie 9 Range of Rates Standard,Deviation 4.82= --- - - - - - -- - 1.46-- - -Y$32 3.10 - Data Plot and.Equation 10,000 3 �1 9,000 - - -- ---- - - -- �✓�:f i x-s,000 I g X _ ' ',- X �,�C�� -T n 9 7,000 -- '--LU a 1- 6,000 - - - X X- ; X X .' X , X :X ; j, 4,000 - - - - - X-' - - X X, ,X X X X X X; X XX X 4 3,000 :W- - - - - - - - - - X'X' X X XX; X X X' X' 2,000 . - ^ XX 'X X X ; ; X ; X ' XX X i - 1,000 X x' 0 ' 100 200, '300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 ------------ ----.__ X--1.000-Sq. Feet-Gross-L-easable-Area X= Actual Data Points- Fitted Curve Average Rate ----_Fitted Gt—ive lion. Ln(T)_0.65 Ln(X)+3.78 2 R -=0:83 .4 - Trip Generation;9th Edition 4,Ihstitute of Transportation Engineers 1565 1MWF Br,LI) 4 Shopping Center .y (820) Average Vehicle Trip Ends vs: 1000 Sq. Feet Gross Leasable Area On a: Sunday, Peak Hour of Generator 000 i ' Number of Studies: 39 x Average 1000 Sq. Feet GLA: 369 Directional Distribution: 49% entering, 51% exiting 'Ib Trip Generation per 1000 Sq. Feet Gross Leasable Area Average Rate Range of Rates Standard,Deviation 3.12 0,39 - 12.40 2.78 xx Data Plot and Equation 5,000 1 2, �� X S,� %� Y};y. x Mi- - - - - - - - i Q. Y 3,000 : - - -- -- - - - X - - - - - - - - - - - - - - ; ro : X: + m 2,000 : - - - - - I- - - -•- - - - ,- - - - - - . . . - - - . . . Q II X x . X .X 1,000 X X )G - - - - - - - - xX k' x .: a Xx X" x x:. x : xX : x : x xx x i� 0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 ram,• X= 1000 Sq. Feet Gross Leasable Area X Actual Data Points ------ Average Rate ur Fitted Curve Equation: Not given R2 **** x, I� +. �4•f ' Trip Generation,9th Edition•Institute of Transportation Engineers 1567 L _-- P.O. BOX 1167 21 JEFFREY DRIVE n SOUTH WINDSOR,CT 06074 PHONE: 860.291.8755 MA� FAX: 860.291.8757 V www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / PLANNERS / SURVEYORS / GIS ANALYSTS / LANDSCAPE ARCHITECTS Serving connecticut, Massachusetts, Rhode is/and e One Buckland Center 1 &25 Buckland Road s Parking Modification Request • • • w • • s The applicant is requesting a modification to the number of required parking spaces (83 spaces proposed, and 87 spaces required per the zoning formula), in accordance with Section 6.4.9 of the regulations. Given the applicant's knowledge of similar facilities in Town(owner of Savings • Institute, Batik Salon, and Subway plaza),the 83 spaces proposed will adequately suffice for the expected traffic and number of employees. By eliminating the construction of unnecessary and unwarranted parking spaces,we are reducing the stormwater runoff rate and non-point source pollution typically associated with parking lots. • • • e s s • • • • • • • • • s e • • • e • • • • e • • e 0 s • • • • • e • • 0 • s • e e • • • • • • G:\Jobs\1831\Docs\Applications\P&Z\1831 Parking Waiver narrative.docx P.O. BOX 1167 21 JEFFREY DRIVE ��� SOUTH WINDSOR,CT 06074 PHONE: 860.291.8755 MA�, FAX: 8onalsi .8757 .com ■V www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / PLANNERS / SURVEYORS / GIS ANALYSTS / LANDSCAPE ARCHITECTS Serving Connecticut,Massachusetts,&Rhode Island • : September 28, 2015 • CERTIFIED MAIL Re: One Buckland Center Inland Wetlands &Watercourses/Planning &Zoning Applications : 1 &25 Buckland Road, South Windsor, Connecticut Dear Abutting Property Owner: In accordance with Section 7.3b of the "Town of South Windsor Inland Wetlands, Watercourses, and Conservation Regulations", we are required to notify you that an application has been filed on the property abutting yours and it is subject to a hearing by the Inland Wetlands : Agency/Conservation Commission. The application and plans are on file with the South Windsor Planning Department. • : Furthermore, in accordance with the Rules & Regulations of the South Windsor Planning & Zoning Commission, you are hereby notified that an application has been filed on the property located at 1 and 25 Buckland Road, abutting your property, which will be the subject of a meeting by the Planning & Zoning Commission. The application and plans are on file with the South : Windsor Planning Department. : As an abutting property owner you are invited to the hearing(s)/meeting(s) to ask questions and/or : give comments, however, you are not required to attend. You may also submit written comments regarding the application(s) prior to the meeting if you so desire. For further information regarding the specific hearing date of the Planning & Zoning application, please contact Michele Lipe, AICP, Town Planner, at the South Windsor Planning Department at 860-644-2511, ext. 252. For further information regarding the specific hearing date for the Inland Wetlands & • Watercourses Application, please contact Jeff Folger, Environmental Planner/Conservation • Officer, Planning Department, 860-644-2511, ext. 229. • If you have any questions regarding the specifics of the plans, please feel free to contact our office at 860-291-8755. Thank you. Sincerely, e DESIGN PROFESSIONALS, INC. J)vw Peter R. DeMallie • President • • Cc: Town of South Windsor : Client TOWN OF SOUTH WINDSOR, CONNECTICUT • Abutter List for Scott Leonard Site Address Owner Name Mailing Address Mailing City Mailing State Mailing Zip 151 BUCKLAND ROAD EVERGREEN WALK LLC CITYPLACE HARTFORD CT 6103 R007 SMITH DOWNEAST ASSOCIATES STREET LIMITED PART P.O.BOX 7019 INDIANAPOLIS IN 46207 383 SMITH STREET GANCARZ RICHARD & IRENE 383 SMITH STREET SOUTH WINDSOR CT 6074 31 BUCKLAND HILLS DRIVE LOWES HOME CENTERS INC PO BOX 1000 MOORESVILLE NC 28115 1442 PLEASANT PLAZA AT BUCKLAND HILLS VALLEY RD LLC PO BOX 7019 INDIANAPOLIS IN 46207 350 BUCKLAND HINES SUDDEN SERVICE ST INC 31 TOWN LINE RD WETHERSFIELD CT 6109 31 BUCKLAND HILLS DR LOWES HOME CENTERS INCI PO BOX 1111 NORTH WILKESBORO NC 28659 A m a, Cr Ir Cl TNf}T I,IAFOLIS, Ttd 4,62117. rr Poshje7 W < , �y � Certified Fee -- .�"`''°[!1 {I 74 $0.ift t 10 O Return( Receipt Fee p (End Required) Postmark OFlcshicledDelivery F tli+1ltt1�!-- Here tReee quired)U1 — a 09/28/201S Plaza �t"�uckland Hills, LLC o ! P.O. Box 7019 � i Indianapolis, IN 46207 l - CIO ea, i ® A 6, s m —..---_.- � r-9 Postage r„� Certified Fee a 1 t1 Return Receipt Fee �__—" {'.-•.s'=-t-._O (Endorsem Required)ent Re $rl+►'{{�O r'ostmarlc RestrlcledDelive -" -- 1,(,�](j Here C (EndorsemeLn nt Regr r-3 Total Po; 1 -'---- E _ $6.74 09/28'/2 -,I- bent To �j+.a Lowes Home Centers, Inc. P•O. Box 1.111 city North Wilkesboro, NC 28659 � A � s i A ®, ! m !, w Er rq O o WETHERBFT ELI), CT =0610,9 a-a , moo RESVI°LLEi C 2811 a� m m P0.1411 i i174 M PosTh��A ba i t174 — a 1 i i t- 1;ertified Fee $tt+00 Certified Fee a� � $tl I:ti! 1 ti C7 Return Receipt Fee Postmark � Return Receipt Fee t3 (Endorsement Required) $[t"fIQ Hem O (Endorsement Required) ��t+{-t{� Postmark ED O Here Restricted Delivery l-ee -0---��+�`- Restricted Delivery Fee (Endorsement Required) (Endorsement Required) O 09/28/2015 Hin&6SWden Service, Inc. sent° $6+74 09/28/2►i1f, r 31 Town Line Road -- -) Lowes Home Centers, Inc. 1o"O co Wethersfield, CT 06109 sire r P.O. Box 1000 _-__--- r. Mooresville, NC 23115 Cit < _ 9 ru �° • IM HA `TI`Of{p m Er 11174 Certified Fee r-� Return Receipt Fee --- — ("� Postmark p (Endorsement Required) 0.fu l Here ED Restricted Delivery Fee - f Q (Endorsement Required) Ln o $6.74 (i9/28/201 Evergreen Walk -- o City Place ------------------ h 185 Asylum Street ---------------- Hartford, CT 06103 0 • aErgrqw 46207 IT' $3.�5 0174 M Postage ' a 1 ra r Certified Fee $0.rl(_I Postmark p Return Receipt Fee j� 1[I Here (Endorsement Required) O Restricted Delivery Fee (Endorsement Required) Ln r-9 Total P^^, d 09/28/2015 $6.74 STWW Dowmeast Associates S;Werei- P.O. BOX 7019 0 or POE Indianapolis, IN 46207 - - � s , CD _ SOUTH WI�tDSOR°� CT 1567174 rn Ir m PosTntrf a' r i174' - 2„Ot; Certified Fee 10 $t'r•IJC CI Return Receipt Fee }�5• Postmark p (Endorsement Required)L--ic"MitJ $O,f_IL Here Restricted Delivery Fee I� (Endorsement Nequired) v� $6.74 09/28/2015 a Richard& Irene Gancarz 383 Smith Street South Windsor, CT 06074 _-_-- ____-- PAYMENT SUMMARY RECEIPT TOWN OF SOUTH WINDSOR 1540 SULLIVAN AVENUE SOUTH WINDSOR CT 06074 DATE: 09/30/15 CUSTOMER#: 000000000 TIME: 15:53 CLERK: laurenlz RECPT#: 20819230 PREV BAL: TP/YR: MS/2016 AMT PAID: 390.00 BILL: ADJSTMNT: EFF DT: 09/30/15 BAL DUE: PERMITS/INSP PAYMENT -----------------TOTALS----------------- PRINCIPAL PAID: 390.00 INTEREST PAID: .00 ADJUSTMENTS: .00 DISC TAKEN: .00 AMT TENDERED: 390.00 AMT APPLIED: 390.00 CHANGE: .00 PAID BY: DESIGN PROFESSIONALS PAYMENT METH: CHECK PAYMENT REF: 12301 ,0*N SF4 70u� O-P slau� ?9&U&Ot • - wo 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 J�OSOR-CO TELEPHONE(860) 644-2511 CERTIFIED MAIL#70111570 0000 63371563 September 30, 2015 Joseph V. Camposeo, Town Clerk Town of Manchester 41 Center Street Manchester, CT 06045 Dear Mr. Camposeo: Re: Notice to Adjoining Municipalities In accordance with Connecticut General Statutes concerning notification to municipalities regarding Planning&Zoning Commission applications that could affect the abutting town, we hereby notify you of Appl. 15-48P, One Buckland Center—request for a site plan of development approval for two commercial buildings totaling 17,853 sf, on property located southerly of Smith Street, on the westerly side of Buckland Road at the Manchester Town line,RC zone This application is tentatively scheduled to be heard by the Planning & Zoning Commission on October 27, 2015 in the Madden Room of the Town Hall. If you have any question, please feel free to contact the Planning Department at 860-644- 2511, ext. 253. Very truly yo s, Z2 Michele R. Li fe, ICP Director of Planning MRUllz PLANNING DEPARMENT IN-HOUSE REFERRAL FORM DATE: 9/30/15 TO: Matt Galligan, Fred Shaw, Michael Gantick, Walter Summers, Jeff Doolittle Ray Favreau, Mark Owens, Chris Dougan, Heather Oatis, Ron Asselin, John Caldwell, Andrea Confrancesco, Glen Buonanducci FROM: Michele Lipe, AICP,Director of Planning The Planning &Engineering Departments have received plans for the following projects: Appl 15-48P, One Buckland Center Site Plan Location: 1 and 25 Buckland Road(South of Smith Street at Manchester town line) ® Site Plan ❑ Subdivision No. Acres 2 ac Zone RC ❑ Industrial ❑ Commercial ® Residential No. Lots/Units Water: ® Public ❑ Private Well Sewerage: ® Public ❑ Septic System Project Description: 2 retail buildings totaling 17,853 sq ft Future Town-owned property involved? ❑ Yes ® No ❑ new street(s) ❑ new detention area ❑ new open space/recreation area ❑ active ❑passive Planning Department notes: Please comment by 10/9/15 and return to the Planning Department. Page 1 of 1 Zarambo, Lauren L. From: Oatis, Heather Sent: Wednesday, September 30, 2015 4:24 PM To: Zarambo, Lauren L. Subject: RE: In House Referral for One Buckland Center This property will be served by a septic system. I am waiting on an updated plan to be provided by DPI that I can send to the state health department for approval. Heather Oads,RS,HHS Ph: 860-644-2511 ext.250 Fax: 860-644-7280 www.s outhrvin ds or.ora From: Zarambo, Lauren L. Sent: Wednesday, September 30, 2015 4:21 PM To: Asselin, Ronald; Buonanducci, Glenn; Caldwell, John; Cofrancesco,Andrea; Doolittle, Jeffrey; Dougan, Christopher; Favreau, Raymond; Galligan, Matthew; Gantick, Michael; Oatis, Heather; Owens, Mark; Shaw, Fred; Summers, Walter Subject: In House Referral for One Buckland Center Please find attached In House Referral Form for Appl. 15-48P, One Buckland Center Site Plan. Please forward any comments or questions to the Planning Department. Thank you, Lauren L Zarambo Planning Department Secretary Town of South Windsor 1540 Sullivan Avenue South Windsor,CT o6074 86o.644.25n ext 253 9/30/2015 Page 1 of 1 Zarambo, Lauren L. From: Buonanducci, Glenn Sent: Thursday, October 01, 2015 12:31 PM To: Zarambo, Lauren L. Cc: Custer, Scott Subject: RE: In House Referral for One Buckland Center I do have a couple of concerns with this design: • 1 would like to get a current count of pedestrians along this sidewalk. I want to gauge the need for signage and warning for the crosswalk. 0 The 3 parking spaces on the west end of the buildings that appear to be parallel parking do not look viable and could pose a safety problem. There is no possibility of pull in/pull out for theses spaces requiring operators to back in or out. SGT. Buonanducci 156 This transmission is intended for the sole use of the individual or entity to whom it is addressed,and may contain information that is for official use only,law enforcement sensitive,privileged,confidential and/or exempt from disclosure under applicable law.You are hereby notified that any dissemination,distribution or duplication of this transmission by someone other than the intended addressee or its designated agent is strictly prohibited. If your receipt of this transmission is in error,please reply to the sender of this transmission. From: Zarambo, Lauren L. Sent: Wednesday, September 30, 2015 4:21 PM To: Asselin, Ronald; Buonanducci, Glenn; Caldwell, John; Cofrancesco, Andrea; Doolittle,Jeffrey; Dougan, Christopher; Favreau, Raymond; Galligan, Matthew; Gantick, Michael; Oatis, Heather; Owens, Mark; Shaw, Fred; Summers, Walter Subject: In House Referral for One Buckland Center Please find attached In House Referral Form for Appl. 15-48P, One Buckland Center Site Plan. Please forward any comments or questions to the Planning Department. Thank you, Lauren L Zarambo Planning Department Secretary Town of South Windsor 1540 Sullivan Avenue South Windsor,CT o6074 86o.644.25n ext 253 10/1/2015 Page 1 of 1 Lipe, Michele From: Summers, Walter Sent: Friday, October 02, 2015 9:04 AM To: Lipe, Michele Cc: Kevin Cooney fire dept Subject: One Buckland Rd Michele, The Fire Marshal will be requiring a fire hydrant to be located on this property with the location to be determined. Thanks Walter Summers, Fire lllarshal Mail: 1540 Sullivan Ave., South Windsor, CT., 06074 Office: 232 West Rd. 860-282-0669 Ext 1 www.southwindsor.ors 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 attachment(s) is strictly prohibited. 10/2/2015 i i Memo To: Peter R.DeMallie,Design Professionals Inc. From: Michele R.Lipe,Director of Planning Date: 10/15/2015 Re: Appl# 15-48P, One Buckland Plaza Following are review comments from the Planning Department. Please make appropriate revisions and submit six sets (including landscaping and architectural elevations) to the Planning Department at least 10 days prior to the scheduled hearing(tentatively scheduled for November 10). Engineering comments will be forthcoming. If you have any questions, please call. General Comments 1. The Zoning Data Block should be updated to reflect the variances that have been granted for this project. Also, the Zoning Board of Appeal variance letter should be reproduced on the plans as there are specific conditions that relate to the site development. 2. Parking modification request show up on zoning data table; however no justification has been given. Please be advised that staff has difficulty supporting this request based on parking problems that have arisen at a similarly designed project(Evergreen Run) where additional parking has had to be added creating an unsafe parking area (and they are still not 100% occupied) 3. Three parking spaces shown along the western edge do not appear to be viable spaces. 4. The sidewalk along Buckland Road frontage on private property will require an easement for public use. 5. What types of vehicles will be making deliveries to this site? 6. Who prepared the traffic statement? It does not provide any information related to existing traffic on Buckland Road, site lines, road improvement and/or access management principles. Police Services - Sgt. Buonanducci 1. Please provide a current count of pedestrians along this sidewalk to gauge the need for signage and warning for the crosswalk. 2. The 3 parking spaces on the west end of the buildings that appear to be parallel parking do not look viable and could pose a safety problem. There is no possibility of pull in/pull out for theses spaces requiring operators to back in or out. Page 1 of 1 Lipe, Michele a From: Lipe, Michele Sent: Friday, October 23, 2015 3:18 PM To: Peter DeMallie Cc: Ben Wheeler; Andy Krar Subject: One Buckland Center Engineering Review Attachments: One Buckland Center Engineering Review.pdf Please find attached engineering review and contact Jeff with any questions. Thanks, Michele Michele R. Lipe, AICP Director of Planning Town of South Windsor 1540 Sullivan Ave. South Windsor, CT 06074 (860) 644-2511, ext. 252 10/23/2015 MEMORANDUM To: Michele Lipe,Town Planner From: Jeffrey Doolittle,Town Engineer Bobb Grillo, Project Engineer Date: 10//23/15 RE: Application 15-48P—One Buckland Center 1 &25 Buckland Rd. Engineering has reviewed plans received 9/28/15 for the above application and has the following comments: 1. The site requires a lot of fill for the structures, the septic system and the drainage infiltrators. The Storm Drainage Report states that the fill is to have an infiltration rate of 1.28in/hr to equal or exceed the rate of the natural soil. The one percolation test of the natural soil report shown on sheet SP-1 shows a percolation rate of 4.48 min/in., which converts to 0.223 in/min and to 13.39 in/hr, a significantly higher rate than that proposed for the fill. Clarify this discrepancy and the criteria for the fill required. 2. Since all the site development is dependent on the proper placement of appropriate fill, a geotechnical report needs be provided to address the type(s) of fill needed, placement procedures, testing and embankment erosion controls during and after construction. Since the Stormtech chambers are all close to the fill embankment, the report should address the embankment fill stability when the chambers are full to overflowing. 3. An elevation and cross sections needs to be provided for the retaining wall and the embankment above it. Include the elevations along the top and bottom of this wall. A detail and design for the retaining wall need to be provided, including soil tests for the foundation and backfill requirements. The exposed wall surface needs to be shown/described. How will any water leaking out of this wall be managed? 4. The retaining wall and the 2:1 slope above it are virtually on the property line of the adjacent occupied residential property. A detail needs to be provided for a berm or other means to positively keep all run off from flowing onto the residential property, temporarily during construction and permanently. 5. Since the retaining wall, and any drainage system at the base of the wall, are so close to the property line, rights to access the base of the wall from the abutting property owner need to be provided for construction, inspection and maintenance. 6. The Storm Drainage Report needs to include the design calculations for sizing each of the six Stormtech sections 7. The plans need to include details for the installation of the Stormtech chambers, including treatment at the inlets and backfilling requirements. 1 8. The drainage report needs to include the before and after development drainage conditions on Smith Street. 9. Specifications need to be provided for the pervious pavement, choker course and reservoir course. 10.The building elevations should show/describe the appearance of the exposed wall surfaces that are below the first floor. 11. Provide a detail for the Buckland Road pavement improvement, showing 12" of processed aggregate„ 4" of Class 4 asphalt, 4" of Class 1 asphalt in 2 lifts and a saw cut with crack seal. 12. Show the bituminous curb detail with the curb on the binder course. 13.Show handicap sidewalk ramps along Buckland Road at each side of the site driveway and both sides of the triangular entrance island. 14. Provide a sidewalk ramp detail, including the detectable warning strip. 15. Provide a detail for the pervious pavement walk and curb. 16.The traffic statement shows traffic volumes to and from the site for Sunday and Saturday. The traffic conditions for the weekday AM and PM peak hours on Buckland Road need to be included and analyzed. 17. 1 suggest one-way circulation around the parking lot be considered with the two outside aisles being one-way in or westbound and the center aisle being one-way out or east bound. This would clarify the traffic circulation, allow the pavement width in the aisles to be reduced, therby reducing the impervious coverage and eliminate the stop signs in the two outside aisles by the Buckland Rd driveway. 18. Quantify the area of pervious pavement and sidewalk included on the plan. 19.The 2 parking spaces to the west of building 2 and 1 parking space to the west of building 1 should be eliminated. These are service areas and fire lanes and there should not be any vehicles parked along the west sides of these buildings. 20. Provide a standard roadside guiderail and 4 ft high fence behind the curb along the top of the steep slope proposed on the western side of this property. Please contact me if you have any questions. 2 �oilN 3fq 3 U To� ale Sau� ?d&U1&)1t 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 r�OsOR•co TELEPHONE(860) 644-2511 October 26, 2015 Peter DeMallie Design Professionals, Inc. P.O. Box 1167 South Windsor, CT 06074 Dear-Mr.-DeMallie._ __ Re: Appl. 15-48P, One Buckland Center- request for a site plan of development approval for two commercial buildings totaling 17,853 sf, on property located southerly of Smith Street, on the westerly side of Buckland Road at the Manchester town line, RC zone Please be advised that the above referenced matter has been scheduled on the Planning & Zoning Commission Regular Meeting agenda for Tuesday, November 10, 2015 in the Madden Room of the South Windsor Town Hall, 1540 Sullivan Avenue. The Regular Meeting will follow the Public Hearing which begins at 7:30 p.m. Someone must be present at the meeting to represent the application. Two signs advertising the meeting must be posted on the property for ten (10) consecutive days prior to the meeting and must be clearly visible from a town street. The signs must be posted on Buckland Road and Smith Street by Friday, October 30, 2015. Signs can be obtained in the Planning Department, Monday through Friday, 8:00 a.m. - 4:30 p.m. If you have any questions regarding this letter, please call 860-644- 2511, Ext 253. Sincerely, Lauren Zarambo Administrative Secretary REC r .� ALTER PEARSON, LLC NOV 1Q15 ATTORNEYS AT LAW ';OATH WIND PLANNING DEPT, Peter Jay Alter 70I Hebron Avenue palterCalterpearson.com PO.Box 1530 Glastonbury,CT o6033 860.652.4020 TELEPHONE 860.652.4.022 FACSIMILE November 13, 2015 Michele Lipe,AICP, Director of Planning South Windsor Planning and Zoning Commission South Windsor Town Hall 1540 Suilivan Ave South Windsor, CT 06074 Via U.S. Mail and Email Reference: Pending Application, Scott Leonard Commercial Development 1,9,15 Buckland Road and 395 Smith Street Dear Ms. Lipe: This will confirm that this firm represents the applicant/owner of the above-referenced property with respect to the above-referenced application presently pending before the South Windsor Planning & Zoning Commission ("Commission"). I have advised you that we have not yet completed our application and approval process with the South Windsor Inland Wetlands and Watercourses Agency and therefore we are not ready to proceed with the public hearing with respect to the application pending before the Commission. My client has authorized me to agree to an extension of the statutory time period for the commencement of the public hearing before the Commission. At the present time we expect that hearing to commencp at the Commi.ssinin's mePtitna 0 rle her P, 2 11 Th:c 4;'te^aiCrt i� br;'tew iri accordance with the statutory provisions for such extensions. Thank you for your cooperation and consideration in this matter. Best regards. Yours truly, Peter J ter,Attorney for Scott Leonard, duly authorized Cc: Scott Leonard,via email only Design Professionals,via email only Page 1 of 1 Lipe, Michele From: Peter DeMallie[PDeMallie@designprofessionalsinc.com] Sent: Wednesday, November 18, 2015 11:38 AM To: Buonanducci, Glenn Cc: Scott L; Peter Alter;Andy Krar; Daniel Jameson; Ben Wheeler; Laura Cenci; Lipe, Michele; Doolittle, Jeffrey; Zarambo, Lauren L. Subject: Pedestrian Monitoring -One Buckland Center Attachments: 1831 Leonard Pedestrian Monitoring 11-9-15.pdf Glenn— Attached is a chart reflecting DPI's pedestrian monitoring of the site frontage for Scott Leonard's One Buckland Center retail development.As recommended by your office,we monitored all pedestrian activity for a three hour period in the morning, 8 a.m.to 11 a.m., and for a three hour period in the afternoon,3 p.m.to 6 p.m. All monitoring was performed on Monday November 9, 2015 by DPI staff. Weather was not a factor(no rain/no discernible wind/sunny skies). Of the twelve pedestrians who walked by the site in the morning, 9 were heading south, and 3 north.A number of these appeared to be employees heading to work at the nearby Plaza at Buckland Hills. Some of these same individuals were observed in the afternoon walking the opposite direction.The dozen pedestrians represents an average of one pedestrian every 15 minutes for the duration of the morning monitoring period. Of the thirteen pedestrians observed during the afternoon period,8 were heading south and 5 were heading north. Over the three hour period,this averaged about 1 pedestrian every 15 minutes,although there were no pedestrians at all between 4:45 and 6.As in the morning, many of these pedestrians were transit dependent, and were either dropped off or picked up at the bus stops on Buckland Road near the southerly entrance to Evergreen Walk. In conclusion,we believe the observed pedestrian counts represents a very low volume, and thus no extraordinary measures are warranted to accommodate this volume. Please call if you should have any questions with respect to this report. Peter R. DeMallie President&Principal Design Professionals, Inc. CIVIL&TRAFFIC ENGINEERS/PLANNERS/SURVEYORS/GIS/LANDSCAPE ARCHITECTS Serving Connecticut,Massachusetts, &Rhode Os/and P.O.Box 1167 860.291.8755 office 21 Jeffrey Drive 860.922.0920 mobile South Windsor,CT 06074 www.desianprofessionalsinc.com CONFIDENTIALITY NOTICE: This e-mail message is intended only for the person or entity to which it is addressed and may contain confidential and/or privileged material.Any unauthorized review.use,disclosure or distribution is prohibited.If you are not the intended recipient,please contact the sender by reply e-mail and destroy all copies of the original message. 11/18/2015 One Buckland Center Applicant—Scott Leonard Pedestrian Monitoring- Monday, November 9th 2015 Westerly side of Buckland Road at Site Frontage 8-11 A.M. Time Number of Pedestrians Direction heading 8:11 A.M. 1 South 8:50 A.M. 1 South 8:57 A.M. 1 South 8:57 A.M. 1 North 9:17 A.M. 1 South 9:35 A.M. 1 South 9:56 A.M. 1 South 9:57 A.M. 1 South 10:36 A.M. 1 North 10:40 A.M. 1 North 10:55 A.M. 1 South 10:56 A.M. 1 South From 8 to 11 A.M.there were a total of 12 pedestrians walking by the site. 9 were heading south and 3 were heading north. 3-6 P.M. Time Number of Pedestrians Direction heading 3:09 P.M. 1 North 3:10 P.M. 1 North 3:33 P.M. 1 South 3:37 P.M. 2 South 3:55 P.M. 1 South 3:57 P.M. 1 South 3:57 P.M. 1 South 3:57 P.M. 1 South 4:27 P.M. 1 North 4:38 P.M. 1 South 4:44 P.M. 1 North 4:44 P.M. 1 North Page 1 of 1 Lipe, Michele From: Peter DeMallie [PDeMallie@designprofessionalsinc.com] Sent: Friday, November 06, 2015 3:47 PM To: Buonanducci, Glenn Cc: Lipe, Michele; Doolittle, Jeffrey; Ben Wheeler; Andy Krar; Laura Cenci; Daniel Jameson; Larry Geissler; Anne DeMallie; Scott L; Peter Alter; Zarambo, Lauren L. Subject: Pedestrian Monitoring, 1 Buckland Center(1 &25 Buckland Road at the Manchester Town Line) Laura Cenci from our staff is scheduled to count pedestrians in front of the subject property on Monday November 9,2015 from 8-11 a.m. and 3-6 p.m., as requested. Peter R. DeMallie President&Principal Design Professionals, Inc. CIVIL&TRAFFIC ENGINEERS/PLANNERS/SURVEYORS/GIS/LANDSCAPE ARCHITECTS Serving Connecticut,Massachusetts, &Rhode Island P.O.Box 1167 860.291.8755 office 21 Jeffrey Drive 860.922.0920 mobile South Windsor,CT 06074 www.designprofessionalsinc.com CONFIDENTIALITY NOTICE: This e-mail message is intended only for the person or entity to which it is addressed and may contain confidential and/or privileged material.Any unauthorized review,use,disclosure or distribution is prohibited.If you are not the intended recipient,please contact the sender by reply e-mail and destroy all copies of the original message. 11/9/2015 April 16, 2015 CERTIFIED #7011 1570 0000 6332 8420 Mr. Scott Leonard 110 Lavender Lane Rocky Hill, CT 06067 RE: Appl. 2779-15 - 1, 9 & 15 Buckland Road and 395 Smith Street Dear Mr. Leonard: At the meeting of the South Windsor Zoning Board of Appeals held on April 9, 2015, the Board approved with conditions your request for two variances: 1) a 40 foot variance to Table 4.1.6A to allow buildings with a minimum 25 foot front yard setback along Buckland Road (65 feet required); 2) a 55 foot variance to Table 4.1.6A to allow a 10 foot front yard setback along Smith Street (65 feet required) on properties located at 1, 9 & 15 Buckland Road and 395 Smith Street, RC (Restricted Commercial) Zone. This approval is based on the application packet submitted including proposed elevations and the plan submitted by Design Professionals, project number 1831, dated 3/23/15 as revised. The Board placed the following condition: there shall be no permanent or construction vehicle access,nor any pedestrian access from Smith Street directly to the site. The Board concluded the hardship to be: the geometry created by the existing setbacks makes the parcel generally unbuildable under current zoning; especially in connection with the topography of the site — steep slopes and required vehicular access and parking areas would make it significantly difficult to build under the current zoning regulations. These actions are effective upon your filing the enclosed form in the Town Clerk's Office at your own expense. Very truly yours, James Kupchunos, Chairperson Zoning Board of Appeals JK/dt cc: Building Department Design Professionals, Inc. P.O.BOX 1167 21 JEFFREY DRIVE ■ SOUTH WINDSOR,CT 06074 Offlog■■ PHONE:860.291.8755 om� FAX:8onalsi .8757 c.com www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / PLANNERS / SURVEYORS / GIS ANALYSTS / LANDSCAPE ARCHITECTS .serving Connecticut, Massachusetts, *Rhode is/and LETTER OF TRANSMITTAL To: Michele Lipe Date: 11/20J2015 DPI Project No. 1831 Director of Planning Re: One Buckland Center Town of South Windsor 1 &25 Buckland Road : WE ARE SENDING YOU: ® Attached ❑ Under separate cover via the following items: ❑ Shop Drawings ® Prints ❑ Renderings ❑ Specifications : ❑ Copy of Letter ❑ Change Order ❑ COPIESDATE NO. DESCRIPTION 1 11/20/15 Response To Comments 4 11/20/15 Geotechnical Report 4 11/20/15 Storm Drainage Report 8 11/20/15 sets of plans 13 11/20/15 Traffic Statement : These are transmitted as checked below: ® ForApproval ❑ No exceptions taken ❑ Resubmit copies for approval • ❑ For your use ❑ Make corrections ❑ Submit copies for distribution ❑ As requested ❑ Revise and Submit ❑ Return corrected prints ❑ For review and comment ❑ For bids due ❑ Prints returned after loan to us REMARKS: : 7NO ECEIVED V 20 40.15 SOUTH"NDSOR PANNING DEPT. SIGNED: C� Daniel H. Jameson, E.I.T. a ' P.O. BOX 1167 21 Jeffrey Drive SOUTH WINDSOR,CT 06074 en PHONE: 860.291.8755 � FAX: 8 .8757 www.designprofessionalsionalsinc.com CIVIL & TRAFFIC ENGINEERS / PLANNERS / SURVEYORS / GIS ANALYSTS/ LANDSCAPE ARCHITECTS Serving Connecticut, Massachusetts, *Rhode Island November 20, 2015 Town of South Windsor, CT Attn: Michele R. Lipe, AICP- Director of Planning 1540 Sullivan Avenue South Windsor, CT 06074 : • Re: Responses to Planning Department Comments DPI No.: 1831 Dated 10/15/15 One Buckland Center Application 1 5-48P Dear Mrs. Lipe: : Our office has received your review comments dated October 15th 2015. Abbreviated responses are provided below. • General Comment Responses: 1. Done, see sheet APP-1. 2. No parking modification required with redesigned layout. 3. The three spaces were removed, see sheet LA-1. • 4. Easement area shown, see sheet LA-1 . Documentation to be provided upon approval. : • S. Box trucks are the largest vehicles expected to regularly enter the site, however the proposed layout accommodates access for WB-50 vehicles. A fire truck's turning radius was also analyzed and deemed sufficient. 6. Revised traffic statement submitted. Sat. Buonanducci Responses: : 1. A pedestrian count was conducted on November gth 2015. We observed 12 Pedestrians pass the proposed drive during the 8am - 1 1 am interval and 13 passed during the : 3pm - 6pm interval. 2. Parking spaces removed. ; The State Department of Health, which has jurisdiction, has approved our submitted septic plan. A copy of the approval letter is attached and posted on the plans (sheet APP-1). Site plans were also sent to Fire Marshal Walter Summers for his review. During his first glance of the project, Mr. Summers indicated that one fire hydrant at the entrance drive would be sufficient for the site. His recommendation was to relocate a hidden hydrant located near the northeast corner of the property to the location where it is shown on the revised plan (see sheet UT-1). Further coordination with CT Water Company is planned to determine pipe sizing requirements once a final hydrant location is agreed upon. Should you have any questions or require any additional information. Please feel free to contact our office. Sincerely, • Daniel H.J meson, E.I.T. : P.O.BOX 1167 21 Jeffrey Drive SOUTH WINDSOR,CT 06074 PiSh PHONE:860.291.8755 FAX:8onalsi .com 8757 www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS/ PLANNERS /SURVEYORS / GIS ANALYSTS/ LANDSCAPE ARCHITECTS Serving Connecticut, Massachusetts, *Rhode/stand November 20, 2015 Town of South Windsor, CT e Attn:Jeff Doolittle, P.E. -Town Engineer 1540 Sullivan Avenue South Windsor, CT 06074 : • Re: Responses to Engineering Department Comments DPI No.: 1831 : Dated 10/23/15 One Buckland Center Application 15-48P : Dear Mr. Doolittle: • Our office has received your review comments dated October 23rd 2015. Abbreviated responses e • are provided below. 1. The infiltration rate was obtained from USDA soil map data.We believe that this rate is a conservative estimate despite the field percolation rates indicating otherwise.The USDA soil data is included in the Storm Drainage Report. Furthermore, the specified fill as recommended in the submitted Geotechnical report will be relatively free draining materials. We believed by assuming an infiltration rate associated with the native soil,we would be making a conservative approximation. 2. A geotechnical report is included in this submission. It addresses required till, placement procedures, embankment erosion controls, and slope stability concerns. By utilizing the recommended curtain drain we expect to achieve an adequate temporary slope condition for moments when the chambers are full. • 3. See sheet D-4 for a retaining wall cross section. An elevation view will be submitted s with final plans after a vender is selected. Sample pictures of a product from a probable vender are attached. All proposed wall elevations are noted on sheet GR-1. An upper& lower aggregate back drain system is proposed to capture water that will sheet flow down the surface of the slope and provide relief from hydrostatic pressures that may build behind the wall. In areas where existing ground elevations are too low s to drain to the proposed outlet to Smith Street, outlets are proposed (at the bottom of the wall) to relieve hydrostatic pressures, and ensure that the peak discharge crossing the west property line are reduced as compared to existing conditions. : e • • • 4. The aggregate back drain system described in response#3 will ensure that peak flows reaching the west property line will be reduced compared to existing conditions. Erosion control notes were added to sheet GR-1 to instruct the contractor to maintain a 24"tall berm at the toe of the fill slope.This will prevent the spread of contaminants s to the abutting property and divert water to the temporary sedimentation basin where it can be filtered and pumped to the Smith Street drainage system. s • 5. The wall has been moved, so that it will be 4 feet offset from the westerly property line. This distance is sufficient for wall construction and future maintenance activities. 6. There is one level stormtech system. All chambers will be connected hydraulically with manufacturer specified crushed stone. 7. Stormtech installation details added to sheet D-5. • 8. The Smith Street storm drainage system was analyzed. The additional study demonstrates that the existing system in Smith Street is adequately sized to accommodate the increase of peak discharge. Our storm drainage report has been amended and included as part of this submission for your information. • 9. Permeable pavers now proposed. Complete manufacturer specifications are provided on sheet D-2. : • 10. See architectural sheets A-2 &A-4. The Architectural Design Review Committee recommended no changes. 11. Done, see sheet D-4 12. Done, see sheet D-2 • 13. Done, note added to triangle entrance island to clarify a flush with pavement condition. See sheet GR-1. e • e 14. Done, see sheet D-3. : 15. Pervious pavement walk no longer proposed. e16. Done, revised traffic report included in submission. • 17. We believe the one-way circulation may cause confusion for drivers as cars enter the site as the configuration would force vehicles to negotiate a quick turn upon entering the drive. Furthermore, zoning regulations require sites to have a minimum 24 feet : s v • i • e • • aisle width when parking is provided on both sides.Therefore a one way circulation layout would not save on any impervious coverage. 18. Pervious pavement and sidewalk are no longer proposed.The 2213 SF of permeable pavers proposed in notated on sheet LA-1. : 19. Done, see sheet LA-1 : : 20. A guiderail will be provided at the top of slope and a 4 foot tall fence is proposed at the top of the retaining wall. e Should you have any questions or require any additional information. Please feel free to contact : our office. • Sincerely, • Daniel H.Jameson, E.I.T. e e • • e e • • • • • • ' s • • • • • • • e • • • • e s • • e • • • • • • s I • • • • e P.O.BOX 1167 21 Jeffrey Drive SOUTH VANDSOR,CT 06074 ��V LiU [J15 PHONE:860.291.8755 FAX:8onalsi .com 8757 SOUTH yVINDSOR PLANNING DEFT• www.designprofessionalsinc.com Serving CT,MA,&RI CIVIL & TRAFFIC ENGINEERS / PLANNERS /SURVEYORS / GIS ANALYSTS / LANDSCAPE ARCHITECTS Traffic Statement One Buckland Center South Windsor,Connecticut November 12,2015 • The proposed development includes two buildings planned for retail use.The total gross leasable area is 17,853 square feet.The total peak hour traffic was estimated using the Trip Generation Manual—9`s Edition,published by the Institute of Transportation Engineers.For purposes of the estimation,the`Shopping Center' land use was determined to be most appropriate(Land Use Code 820). Sunday(likely weak hour falls between noon to 4 p.m.) 28 entering vehicles per hour 29 exiting vehicles per hour • Saturdav(likely peak hour falls between 11 a.m.to 4 P.m.) 45 entering vehicles per hour • 42 exiting vehicles per hour Weekday(During peak hour of adiacent street traffic) 32 entering vehicles per hour 35 exiting vehicles per hour This estimation does not account for any `pass-by'traffic reductions. Right Turn Lane Design(Southbound Buckland Road) s The Connecticut Department of Transportation's Highway Design Manual includes a section for the design of auxiliary turning lanes(Section 11-5).The required length of a right turning lane is a function of the major roadway's design speed,the site's vehicular arrival rate,and whether or not the site's driveway is signalized. The guidelines recommend the following parameters be met: • Parameter Required Provided Minimum Storage Length - 50 feet 50 feet Taper Length - 88 feet 94 feet Lane width - 11 feet 11 feet *Refer to the Appendix of this Traffic Statement for computations. • • • • "� C a� a a ••eeeeeeoeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeoeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee• , , �� cl, )) LAI C rIT t_ Shopping Center R: (820) Average Vehicle Trip Ends vs; 1000 Sq. Feet Gross Leasable Area On a: Saturday, Peak Hour of Generator Number of Studies: 128 Average 1000 Sq. Feet GLA: 458 Directional Distribution: 52% entering, 48% exiting Trip Generation per 1000 Sq. Feet Gross Leasable Area Average Rate Range of Rates Standard Deviation 4.82- 1.46 - 18:32 3.10 `Data Plot and Equation 10,000 9,000 : . . . .... . . .:. . .. .:. . .. ... . . . ... .. . .:. . . . .../. . . . .;. .L.�Yiic_,If?sX. ;.�_r,�P. li, 8,000 - Y9Y'.0. . . W 7,000 6,000 . . . . . . . . . ; .. . . . . . . . _CL x. > 5,000 . . . . . . . . . . X ,X > 4,000 X. . .. x. X. . .X X X /' X" X 3,000 ; • • - X X X XXX X' 2,000 4' X ,XX K'X XX X xY C ; X 1,000 0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 X 1000 Sq. FeetGross Leasable-Area ---- L X Actual Data Points Fitted Curve ------ Average Rate Fitted Curve Equation: Ln(T)_0.65 Ln(X)+3.78 R2=0.83 -� :: Trip Generation, 9th Edition a institute of Transoortation Enaineers TARS Shopping Center (820) Average Vehicle Trip Ends vs: 1000 Sq. Feet Gross Leasable Area ;.On a ;:Sunday,.': - - --- Peak Hour of Generator D . - 0 vv c Aeecc :Number of.Studies: 39 Average :1000 Sq. Feet GLA: 369 Directional Distribution:-; 49% entering;'51%`exiting Trip Generation per 1000 Sq. Feet Gross Leasable Area Average'Rate Range of Rates Standard Deviation - -3.12 - - __-_0.39.._ 12.40 - _2.78_ Data Plot and Equation s,000 AilG, aie x. - 1 �c 170 .— ��� x �1'e�ic�E� . . � ►SIPS .�i.�Wf9 x xUJ 3,000 . . x ' a) 2,000 H x x X x 1,000 . • .. .X X X�._ NX •x x,� x • - x _ x 'x x., x x 0717- - _ 0 100' 200 300 400 500 600 700 Bob' 900 1000 1100 1200 1300 X=1000 Sq,Feet Gross Leasable Area r �- X Actual Date Points ------ Average Rite p - Fitted Curve Equations Not given Thp Gene*Eon 9th Edition 9 institute of Transportation Engineers 1567 fi beirr kZ r-i, o e Shopping Center (820) Average Vehicle Trip Ends vs: 1000 Sq. Feet Gross Leasable Area On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Number of Studies: 426 Average 1000 Sq. Feet GLA: 376 Directional Distribution: 48%entering, 52% exiting - Trip Generation per 1000 Sq. Feet Gross Leasable Area Average Rate Range of Rates Standard Qeviation 3,71 0.68 - 29.27 2.74 Data Plot and Equation 9,000 8,000 . . . . . . . r. . . . . . . . -- 7,000 . . ... . . . . . . . ... . . . . . . . . . . . . . . . . . . . . N c 6,000 t' W X .x / � X 5,000 X. . . . . . . X. . . . . . . . . +` U X X 7 ? ; m rn 4 00 X. .; X ' . . .X . . . . 0 xx p �. X X a <- Q X 7 ' X X z: 3,000 X. XQ X X f— X X}Wx X X X XX X X X 2,000 X. - . . . . X � , 1,000 yX X.5C.. . . . X XX X X 3.. 0 • �' 0 1000 2000 3000 -X_ 1000-Sq.Feet Gross Leasable Rrea ------ ------- 1 X Actual Data Points Fitted Curve ------ Average Hate ` Fitted Curve Equation: Ln(T)=0.67 Ln(X)+3.31 R2=0.61 Trip Generation,9th Edition•Institute of Transportation Engineers 1563 .J � , 1 � ��1 �__ cz �"1 �_. J�'S � C � �I _�c�� � t � �� IJ�} is /��C�� � ��i C� � �_ Cf� ��� C� l�C' Gi J� -T I !"AJ I.o j i I RS I't1 c-k n n iiLo u b Ft (j, r) L J I r P i miiAaTYS Ik( I-o I I c, I I RI I-- 1"Q o c c) Fn, T i CONNECTICUT DEPARTMENT OF TRA NSPOR TA TION 4 Y Y Oak"Lades D.8rowndl. 1857) HIGHWAY DESIGN MANUAL 2003 Edition (including Revisions to January 2011) (U.S. Customary Units) -5{8} INTERSECTIONS AT-GRADE December 2003 11-5.03 Design Details for Auxiliary Turning Lanes The following criteria will apply to the design of auxiliary turning lane. 1. Length. The length of a turning lane will be the sum of its taper and storage lengths. enure 11-5G Drovides the design criteria that should be used to determine these lengths. The designer will coordinate with the Division of Traffic Engineering to Determine if additional length to accommodate deceleration within the auxiliary lane is warranted. 2. Width. The width of the turn lane should be according to the functional class, urban/rural location and project scope of work. Chapters Two, Four and Five present the applicable widths for auxiliary lanes. When curbing is provided, at a minimum, a 2-ft shoulder should be provided along the turning lane. 3. Parking Lanes. A right-turn lane in an urban area will often require parking restrictions beyond the typical restricted distances from the intersection. Also, it may require relocating near-side bus stops to the far side of the intersection. 4. Median Openings. These should be designed according to the criteria in Section 11-6.0. 11-6.04 Typical Treatments for Auxiliary Turning Lanes The following presents typical treatments for right-and left-turn lanes: 1. Right-Turn Lanes. Figure 11-5H illustrates the typical development of an exclusive right- turn lane. Note the insertion of short horizontal curves (R = 50 ft) at the beginning and end of the taper. Consider providing these where curbs define the edge of the turn lane. 2. Channelized Left-Turn Lanes. On divided highways, the design presented in Figure 11-1 will apply to the development of an exclusive left-turn lane in the median. Figure 11-5J illustrates the typical development of a Channelized left-turn lane on a 2-lane highway. The objective is to transition the pavement widening to meet the MUTCD criteria. 3. By-Pass Area. Figure 11-5K illustrates the typical design for a by-pass area. This is a relatively inexpensive design to provide for through and left-turn movements at intersections. The by-pass area is appropriate for T-intersections (signalized or unsignalized) where left-turning volumes are light to moderate. It may be used at signalized 4-way intersections, but only if turning volumes are low. The decision to use either the Channelized left-turn lane (Figure 11-5J) or the by-pass area (Figure 11-5K) will be based on comparative costs, crash history, right-of-way availability, through and turning traffic volumes, design speed and available sight distance. Design Design Speed Traf c M Element (mph) Control Upper Lower 3 Cr 30-45 1:8 1:8 Taper Rate All N 50-60 1:15 1:8 0 w Based on number and type of vehicles Based on number and type of vehicles likely to arrive in an average 2-minute likely to arrive in an average 1-minute Unsignalized period during the design hour, period during the design hour. Storage (See Notes 1, 5, 6) (See Notes 1, 2, 5, 6) Length All z (Full Width) m m Based on 2.0 times the average number of Based on 1.5 times the average number M cars that will store in the turning lane of cars that will store in the turning lane m Signalized during the design hour. during the design hour. A (See Notes 3, 4, 5, 6) (See Notes 2, 3, 4, 5, 6) z 1. Vehicular Lengths. Use the following design lengths per vehicle for calculating storage length: P: 25 ft BUS: 40 ft > SU: 30 ft Semi-Trailer., 55 R 2. Minimum Storage Length. For all intersections where traffic volumes are too low to govern, the minimum storage length will be 50 It(T s 101yo) or 801t(T> v 10%), where T is the%of trucks turning. These minimum lengths may also apply to right-tum lanes at unsignalized intersections if there is little likelihood of m the turning vehicle having to wait. 3. Queue Length of Through Traffic, In addition to the table criteria, the length of the turning lane should exceed the calculated queue length in the through travel lane adjacent to the tuming lane for the design hour. 4. Highway Capacity Manual. The designer should use the criteria in the HCM to calculate storage length. 5. Overall Length. The length of the auxiliary lane should include consideration of the number of vehicles expected to be stored and the extent to which deceleration should take place in the auxiliary lane. 6. Division of Traffic Engineering. The designer should coordinate with the Division of Traffic Engineering to determine the design length of the turning lane. LENGTH OF AUXILIARY TURNING LANES Figure 11-5G w ..m a. 11-5(10) INTERSECTIONS AT-GRADE December 2003 R-50' STORAGE LENGTH TAPER LT EDGE OF TRAVELED W AY R-50' ------ -------------- STORAGE LENGTH _I t� FOR THROUGH LANES Note: See Figure 11-5G for criteria on taper rate and storage length. TYPICAL RIGHT-TURN LANE Figure 11-5H -TAPER__STORAGE LENGTH �--- �'►-- -®---- - ------ ---- -- -- R-50' hSTORAGE LENGTH FOR THROUGH LANES Note: See Figure 11-5G for criteria on taper rate and storage length. TYPICAL LEFT-TURN LANE ON DIVIDED HIGHWAY Figure 11-51 - lwitY,q. f ! fl= G C`I Consultants Geotechnical ' Environmental and Water Resources Engineering Geotechnical Report ' One Buckland Center 1 &25 Buckland Road South Windsor,Connecticut Submitted to: Scott Leonard ' 110 Lavender Lane Rocky Hill,CT 06067 ' Prepared by: GEI Consultants,Inc. 455 Winding Brook Drive,Suite 201 Glastonbury,CT 06033 ' 860.368.5300 November 20,2015 GEI Project 1512710 ' j�•• 29702 '•Q-; NAL Matthew Glunt,P.E. Geotechnical Project Manager GEOTECHNICAL REPORT ' ONE BUCKLAND CENTER SOUTH WINDSOR, CONNECTICUT NOVEMBER 20, 2015 ' Table of Contents 1. Project Overview 1 1.1 Project Summary 1 ' 1.2 Scope of Services I 1.3 Authorization 1 ' 2. Site and Project Description 2 2.1 Site Description 2 2.2 Project Description 2 ' 3. Subsurface Conditions 3 3.1 Geologic Setting 3 3.2 Inferred Subsurface Conditions 3 3.3 Groundwater Conditions 3 ' 4. Design Recommendations 4 4.1 Foundation Design 4 4.2 Floor Slabs 4 ' 4.3 Settlement 5 4.3.1 Fill Load 5 4.3.2 Building Loads 5 ' 4.4 Wall Design 5 4.5 Pavement Design 6 4.6 Seismic Design 7 ' 5. Construction Considerations g 5.1 Subgrade Preparation 9 5.1.1 General 9 5.1.2 Foundations 9 5.2 Backfilling and Compaction 9 ' 5.3 Site Slopes 9 5.4 Freezing Conditions 11 ' 6. Limitations 12 6.1 Follow-on Services 12 6.2 Limitations 12 Material Specifications 13 t V (�+ `I tansWtanss I GEOTECHNICAL REPORT ' ONE BUCKLAND CENTER SOUTH WINDSOR, CONNECTICUT NOVEMBER 20, 2015 ' Figures 1 Site Location Map 2 Test Pit Location Plan (by others) ' 3 Recommended Settlement Plate Locations Appendix Test Pit Results(by others) 1 GEI CpnSVlianf# I I GEOTECHNICAL REPORT ONE BUCKLAND CENTER ' SOUTH WINDSOR, CONNECTICUT NOVEMBER 20, 2015 1 . Project Overview ' 1.1 Project Summary ' GEI understands that a new retail development will be constructed on a vacant parcel of land at 1 and 25 Buckland Road in South Windsor. This development will consist of two retail buildings constructed on new fill up to 25 feet in thickness. This report was prepared to address ' earthwork and foundation recommendations for construction of the new buildings and appurtenant structures. 1.2 Scope of Services Our scope of work included the following tasks: ' Reviewed site plans and building layout drawings. ' Reviewed recent test pit results by others and published information regarding in-place soils. ■ Developed recommendations for earthwork and foundation design and construction. ' Prepared this Geotechnical Report. 1.3 Authorization ' Our work was performed in accordance with the terms and conditions of our contract agreement with you dated September 3,2015, as executed on September 14, 2015. Consultants 1 GEOTECHNICAL REPORT ' ONE BUCKLAND CENTER SOUTH WINDSOR, CONNECTICUT NOVEMBER 20, 2015 ' 2. Site and Project Description ' 2.1 Site Description ' The approximately 2-acre property slated for development is located on the west side of Buckland Road, between Smith Street and an adjacent shopping center(Plaza at Buckland Hills) to the south, as shown on Figure 1. The property is currently vacant and mostly wooded. ' A topographic site plan for the property prepared by Design Professionals,Inc. (DPI)was provided to GEI. The front portion of the property drops rather steeply from street level at+160 ' feet to about+150 feet. Progressing westward,the grade slopes gently downward to an elevation of+128 feet to+132 feet along the back property line. ' 2.2 Project Description ' We understand two retail buildings,approximately 7,500 to 10,500-square feet in size, are planned on either side of the development. Entry to the center will be from a new entrance along Buckland Road. The buildings will have a finished floor elevation of approximately+161 ' feet,which will require placement of new fill on the order of 5 feet to 26 feet in thickness. Nearly all of the building pad footprints will set on fill in excess of 10 feet thick. The buildings will likely be single-story, slab-on-grade construction with steel framing. The entrance road and first line of parking spaces will be constructed on the existing slope and require fills up to 10 feet thick. The back portion of the parking lot will be constructed on a ' thick fill pad up to 30 feet high,which will continue to a 2H:1 V slope and new retaining wall up to 25 feet in height along the back property line. The walls along the north and south sides of ' the buildings will daylight up to 20 feet in height and will also serve to support building loads. Site drainage will be captured by pervious pavements and a line of infiltration chambers ' (StormTech MC-3500 or similar)buried along the back portion of the parking area. A septic tank and leach fields are also planned beneath the central portion of the site. � ' V E 1 {or+wttants 2 GEOTECHNICAL REPORT ' ONE BUCKLAND CENTER SOUTH WINDSOR, CONNECTICUT NOVEMBER 20, 2015 ' I Subsurface Conditions 3.1 Geologic Setting ' Local geologic mapping indicate the site is underlain by thick deposits of glacial outwash sands. The general area lies in what appears to be the eastern shoreline of the glacial Lake Hitchcock, extending to an outcrop of red Arkose just to the east, locally known as the Buckland Hills. The lake-bottom deposits of varved clays and silts common to this area are not mapped on this property or indicated by nearby borings. Depth to rock, inferred on local maps from nearby water wells, is indicated to be in the range of 30 to 40 feet. 3.2 Inferred Subsurface Conditions ' In-place subsurface conditions have been inferred from recent test pit explorations, local geologic maps, and our local experience. Subsurface conditions are described below in general terms. A series of nine(9)test pits approximately 8 to 9 feet deep were performed by DPI in November 2014. Topsoil thickness is indicated as 6 to 12 inches at the locations explored. Below that, conditions are described as generally brown to reddish brown predominantly sand with gravel and trace to some amount of silt. As inferred by difficulty of excavation,the ' material is described as generally dense below the upper few feet. Our nearby data from previous investigations corroborate the test pit descriptions, and indicate ' that these sands likely extend for a thickness of at least 30 feet, especially towards the back, flatter portion of the property. ' 3.3 Groundwater Conditions ' Groundwater was not encountered during the test pit investigation and is not expected to significantly affect construction,as nearly all work will proceed up from the existing ground surface. Gr `I Consulronss 3 1 GEOTECHNICAL REPORT ' ONE BUCKLAND CENTER SOUTH WINDSOR, CONNECTICUT NOVEMBER 20, 2015 ' 4. Design Recommendations ' Geotechnical concerns relevant to design and construction of the shopping center will be nearly entirely controlled by the character and placement methods of new fill that will be placed at the ' site. Our review of test pits performed on the property indicate that native sands should be suitable for support of structures proposed to bear at current grade level, such as retaining walls ' and extended basement walls; however,this should be verified during construction. Our recommendations for design of the shopping center are as follows. 4.1 Foundation Design The proposed retail structures may be supported on conventional shallow foundations. The maximum allowable bearing pressures for the design of footings are: Table 1: Allowable Bearing Pressures Bearing Stratum Allowable Bearing Pressure Structural Fill or Native Sand' 2.0 tons/ft2 ' 'For retaining walls and basement walls bearingat or below current grade;subject to field verification g � J ' during construction. Minimum individual column footing and wall footing widths should be at least 36 and 18 ' inches,respectively. For the purposes of frost protection, exterior footings should bear at least 3.5 feet below finished exposed grade. Interior footings bearing on soil subgrade should bear at least 1.5 feet below the finished floor slab elevation in heated areas of the building. The tops of ' all footings should be at least 6 inches below the bottom of the overlying floor slab. 4.2 Floor Slabs ' The proposed floor slabs will bear on structural fill. A (min.) 6-inch thick base course of compacted crushed stone should be placed below the slab. ' For design of slab-on-grade floors with a crushed stone and structural fill base, a modulus of subgrade reaction of 250 pounds per cubic inch(pci) is recommended for design. We ' recommend that contraction joints be incorporated between the slab-on-grade and the columns and perimeter walls of the proposed building to accommodate minor differential settlement. Gf..,I CanrukanSs 4 GEOTECHNICAL REPORT ' ONE BUCKLAND CENTER SOUTH WINDSOR, CONNECTICUT NOVEMBER 20, 2015 ' To limit moisture infiltration into finished spaces, a 10 mil (min.)polyethylene vapor barrier should be placed beneath all moisture sensitive floor slabs. The vapor barrier should be sealed ' at the foundation walls, columns, and utility penetrations, and panels should be overlapped and joints sealed. ' 4.3 Settlement 4.3.1 Fill Load ' Up to 25 feet of fill will be placed to raise the building pads above current grade. With this volume of fill, some settlement of the underlying soils and within the fill itself can be expected. ' We expect most settlement from fill load will be nearly immediate and built-out during placement. However, some residual settlement may remain after the fill is topped out. We recommend staging site activities in such a way to allow for a 1 to 2-week waiting period after ' the fill is topped out,to allow additional settlement to occur prior to the start of building construction. ' Assuming the subgrade preparation and fill placement recommendations made in this report are followed,the majority of settlements within and below fill soils should be complete within 1 to 2 ' weeks of topping out. We recommend installing settlement platforms at four locations, at or near those shown on Figure 3,prior to placement of fill to monitor settlement during and immediately following fill placement. The settlement data should be forwarded to GEI for review and to make the determination as when settlement due to fill placement has substantially ended. Remaining settlements that occur after this time should be relatively minor and not affect the overall performance of the structures. ' 4.3.2 Building Loads Building construction should not start until GEI has determined that settlement due to placement ' of fill has substantially ended. We estimate additional settlement due to building loads will be less than 1 inch, and differential settlement across similarly loaded bays will be less than %2 inch. Nearly all of expected settlements from building load should occur during construction or soon ' after. ' 4.4 Wall Design All earth retaining structures used on the project should be designed using the earth pressures shown in Table 2. Below-grade structure walls that are restrained from movement by an upper level floor should be designed for at-rest earth pressures. Retaining walls free to rotate at the top should be designed for active earth pressures. In addition to the lateral loads exerted by the ' soil against the walls, allowance should be included for lateral stresses imposed by any temporary or long-term surcharge loads, such as cars or trucks adjacent to the walls or adjacent footing loads. Mai G V E I Cansunanes 5 GEOTECHNICAL REPORT ONE BUCKLAND CENTER SOUTH WINDSOR, CONNECTICUT NOVEMBER 20, 2015 ' Table 2: Wall Design Parameters ' Parameter Vahie ' Total Unit Weight of Granular Backfill(y) 125 pcf Angle of Internal Friction(0) 320 Cohesion(c) 0 psf ' At-Rest Earth Pressure Coefficient,(Ko) 0.47 Active Earth Pressure Coefficient,(KJ 0.31 ' Passive Earth Pressure Coefficient,(Kp) 3.0 Allowable coefficient of friction between ' rough concrete footing and granular bearing 0.45 soil ' The recommended wall design parameters do not consider the development of hydrostatic pressure behind the walls. As such,positive wall drainage must be provided for all earth retaining structures. These drainage systems can be constructed of open-graded washed stone ' isolated from the soil backfill with a geosynthetic filter fabric and drained by perforated pipe, or several wall drainage products made specifically for this application. Where backfill soils are not drained using an appropriately designed drainage system,the lateral soil pressure on proposed ' retaining walls must consider hydrostatic forces and submerged soil unit weight. The earth pressures given in Table 2 assume placement and compaction of the backfill in accordance with recommendations elsewhere in this report. Compact backfill directly behind walls with light,hand-operated compactors. Heavy compactors and grading ' equipment should not be allowed to operate within 10 feet of the walls during backfilling to avoid developing excessive temporary or long-term lateral soil pressures. ' 4.5 Pavement Design All traffic into the shopping center will flow from a single entrance off Buckland Road. It is unclear if areas suited for routing of truck deliveries have been provided for in the design. For areas that will be subject to repeated,heavy traffic loads, such as for material deliveries or dumpster pads,we recommend a heavy-duty asphaltic pavement or rigid concrete section. The ' remainder of the parking area may be designed as a light-duty asphaltic pavement. V �` 4,I Consuttaats 6 GEOTECHNICAL REPORT ONE BUCKLAND CENTER SOUTH WINDSOR CONNECTICUT NOVEMBER 20, 2615 Li hg t-Du Parking Areas 3 inches bituminous concrete ' o 1.5 inches wearing course o 1.5 inches binder course 8 inches of processed aggregate base(CTDOT Form 816 M05.01) Heavy-Duty Asphaltic Section 4 inches of bituminous concrete ' o 1.5 inches wearing course o 2.5 inches binder course 10 inches of processed aggregate base(CTDOT Form 816 M05.01) Heavy-Duty Rigid Concrete Section 6 inches of 4,000-psi jointed concrete 6 inches of processed aggregate base(CTDOT Form 816 M05.01) ' We recommend that rigid pavements be designed in general accordance with the most recent edition of American Concrete Institute(ACI) Guide 330R. An adequate number of smooth steel dowels should be provided at all expansion and contraction joints. All dowels should be coated ' and lubricated and affixed with metal or plastic caps. The size and spacing of dowels should conform to recommendations in ACI 330R. All joints should also be sealed with a flexible fuel ' resistant sealer to minimize surface water infiltration into the prepared base. The recommended pavement sections shown above are generally suitable for a 20-year design life; however,maintenance such as sealing of cracks and localized patching due to normal weathering should be expected within the first 5 to 10 years of life. ' 4.6 Seismic Design Seismic design for the structures should be in accordance with Section 1615 of the Connecticut State Building Code,2005 ed. with 2009 amendments. We recommend the use of Site Class D for seismic design. ' We determined the spectral response parameters for the site using the general procedures outlined under the 2003 International Building Code Section 1615.1. The 2009 Connecticut Building Code Supplement uses the 2003 Seismic Hazard Maps published by the National Earthquake Hazard Reduction Program (NEHRP),which are published in the 2006 and 2009 International Building Code,to define the base rock motion spectra for each municipality in Connecticut. The Site Class was used in conjunction with the mapped seismic hazard(Ss, S1)to determine spectral design values, as follows: G E I tan;ul,a n,z GEOTECHNICAL REPORT ' ONE BUCKLAND CENTER SOUTH WINDSOR, CONNECTICUT NOVEMBER 20, 2015 ' Table 3: Seismic Design Values 2009 Connecticut Building Codu . Supplement ' Ss 0.237 g Sl 0.064 g ' SDs 0.253 g SD1 0.102 g ---T' PGA 0.10 g ' Peak ground acceleration(PGA)was obtained by dividing the SDs value by 2.5. Seismic design values given above correspond to Design Category B for Seismic Use Group I,II, or III structures. ' Due to the expected depth to groundwater and the relatively low seismic hazard soils below the g Y , ' foundation level at this site are not susceptible to liquefaction. GE I Consu.. 8 GEOTECHNICAL REPORT ' ONE BUCKLAND CENTER SOUTH WINDSOR, CONNECTICUT NOVEMBER 20, 2015 5. Construction Considerations 5.1 Subgrade Preparation ' 5.1.1 General To prepare the site for fill operations,topsoil, organic matter and other deleterious material ' should be stripped from the construction area. Soft,wet, or loose soils,pockets of organics or dumped fill, or otherwise un-suitable soils should be removed and replaced, or potentially re- compacted in-place. ' 5.1.2 Foundations Most structural footings will bear on a subgrade consisting of compacted structural fill. ' Retaining walls and extended basement walls along the property lines are expected to bear on native sands. Bearing surfaces should be free of standing water, frost, and loose soil prior to placement of reinforcing steel and concrete. The contractor may wish to install a 6-inch layer of ' compacted crushed stone over geotextile fabric to protect footing bottoms from weather and provide a working platform for rebar and formwork installation. 5.2 Backfilling and Compaction ' Recommended specifications for gradation and compaction of backfill soils are attached to this report. Fill placed within the building limits,within a 3-foot wide zone outside foundation walls, and under pavements should meet the requirements for Structural Fill. Backfill placed in non-structural areas should meet the requirements for Ordinary Fill. Proposed borrow materials that fall slightly outside of these specifications may also be suitable for use, subject to review and approval by GEI. In areas where the fill materials match an existingsloping ground surface,the lifts of fill should be ' "benched"into the existing sloping ground surface by cutting into the sloping ground surface and "stair stepping"subsequent lifts of fill to prevent a planar interface between the proposed fill and the existing ground surface. ' 5.3 Site Slopes ' Site plans show a 2H:1 V fill slope up to 23 feet high with a wall up to 10 feet high along the back portion of the development. Slope stability of this configuration was modeled using the Geo-Studio(v. 8.12) limit equilibrium package. Shear strength properties for the structural fill ' in the model were as shown in Table 2. G E I za�wltam5 9 1 GEOTECHNICAL REPORT ' ONE BUCKLAND CENTER SOUTH WINDSOR, CONNECTICUT NOVEMBER 20, 2015 ' Assuming the structural fill is placed and compacted in accordance with recommendations made elsewhere in this report, stability of the fill slope will be largely controlled by the position of the water table within it. Under normal conditions,the slope can be assumed to be somewhat dry, as it will be constructed from relatively free-draining materials. However,the proposed infiltration chambers will direct some surface water flows into the slope after storm events. ' The peak design storm is estimated to fill the chambers about 5.25 feet above the bottom elevation of+148.5 feet. We understand these chambers are generally designed to empty within 48 hours after the storm event. We also understand outlet pipes will be placed within the drainage stone beneath the chambers,with the purpose of diverting most water away from the slope. Some reduced volume of flow not captured by the outlet pipes will proceed towards the slope face at the estimated infiltration rate. ' As an added safety measure,we recommend installing a cutoff dram along the top of the slope ' to intercept flow from the infiltration chambers. The cutoff drain should consist of a 6-inch diameter perforated HDPE pipe surrounded by crushed stone. The invert elevation of the pipe at all locations should be at+148.0 feet or lower,and the crushed stone above the pipe should ' extend above the expected highwater elevation of+153.7 feet. A minimum of six inches of crushed stone should also be placed below the pipe and on the sides. The pipe and stone should be completely enveloped in a non-woven geotextile such as Mirafi 140N. The drain should be designed to handle the expected outflow during the design storm and drain by gravity into an off-site collection point. Our slope stability model with the cutoff drain installed, assuming enough flow for a long enough time to create a steady-state groundwater condition on the back ' slope, indicates a factor of safety on the order of 1.25,which is adequate for a temporary condition. If feasible,we recommend that the top of the proposed fill slope be located at least 10 feet horizontally from adjacent pavements to reduce the potential for reflective cracking to show up ' from shallow surficial movements. Alternatively,geogrid should be installed within the fill to reduce the potential for this to occur. We would recommend that two layers of geogrid be installed;one beneath the uppermost lift of Structural Fill,and one between this lift and the overlying base course stone. Bi-axial geogrid,such as Tensar BX1500 or similar,should be installed to a width of at least 10 feet behind the slope face(corresponding to the roll width of most products)and in accordance with all manufacturer's recommendations. ' The soils exposed on all slope faces should be p compacted with track-mounted equipment rior to p covering with an erosion control fabric, such as North American Green SC 150 or equivalent. The ' erosion control mat and vegetation should be placed as soon as feasibly possible on the exposed slope. V` Consuktanex 10 GEOTECHNICAL REPORT ONE BUCKLAND CENTER SOUTH WINDSOR, CONNECTICUT NOVEMBER 20, 2015 5.4 Freezing Conditions If construction is performed during freezing weather, special precautions will be required to ' prevent the subgrade soils from freezing. Freezing of the soil beneath the foundation during construction may result in subsequent settlement of the structure when the soil thaws. ' All footing subgrades should be free of frost before placement of reinforcing steel and concrete. Frost-susceptible soils that have frozen should be removed and replaced with compacted Structural Fill. The footing and the soil adjacent to the footing should be protected from freezing ' until they are backfilled. GOO Consuitanss 1 1 GEOTECHNICAL REPORT ONE BUCKLAND CENTER SOUTH WINDSOR, CONNECTICUT NOVEMBER 20, 2015 ' 6. Limitations 6.1 Follow-on Services We recommend that GEI be kept on the project through the construction-phase for the following ' services: ■ Review geotechnical-related contractor submittals and assist in developing responses to ' questions from the contractor(i.e.RFI's). ■ Provide periodic site visits during construction to view subgrades and consult on geotechnical-related issues that occur. ' E Review settlement plate data. 6.2 Limitations 1 This report was prepared for the use of the stated recipient and the project design team P J � exclusively. Our recommendations are based on the project information provided to us at the time of this report and may require modification if there are any changes in the nature, design, or location of the proposed building. We cannot accept responsibility for designs based on our ' recommendations unless we are engaged to review the final plans and specifications to determine whether any changes in the project affect the validity of our recommendations, and whether our recommendations have been properly implemented in the design. Our professional services for this project have been performed in accordance with generally accepted engineering practices.No warranty, expressed or implied, is made. The recommendations in this report are based in part on the data obtained from the subsurface explorations. The nature and extent of variations between explorations may not become evident until construction. If variations from the anticipated conditions are encountered, it may be necessary to revise the recommendations in this report. We recommend that GEI be engaged to make site visits during construction to check that the subsurface conditions exposed during construction are in general conformance with our design assumptions and ascertain that the work is being performed in compliance with the contract documents. 1 (/ E \.J Consulia�Rs 12 GEOTECHNICAL REPORT ONE BUCKLAND CENTER ' SOUTH WINDSOR, CONNECTICUT NOVEMBER 20, 2015 Material Specifications 1d E C9n;ulsaney 1 GEOTECHNICAL REPORT ONE BUCKLAND CENTER SOUTH WINDSOR, CONNECTICUT NOVEMBER 20, 2015 ' Recommended Material Specifications ' One Buckland Center—South Windsor, CT Structural Fill ' Structural Fill should consist of well-graded granular material. It should be free of clay,organic matter, surface coatings, and other deleterious materials. Soil finer than the No.200 sieve(the "fines")should be nonplastic. Structural Fill shall meet the following gradation requirements: ' Sieve Size Percent Passing by Weight ' 3 inches 100. — ..... -- 1 -'/inch 55— 100 ' No. 4 35—85 No. 16 20—65 ' No. 50 5—40 No. 200(fines) 0— 12 Structural Fill should be compacted in maximum 9-inch-thick, loose lifts to at least 95 percent of the ' maximum dry density determined in accordance with ASTM D1557(Modified AASHTO Compaction). The moisture content should be held to within+/-3 percent of optimum moisture content(as determined by ASTM D1557). ' Ordinary Fill Ordinary fill should consist of well-graded granular material,free of clay, organic matter,surface ' coatings,and other deleterious materials. Soil finer than the No.200 sieve(the"fines")should be nonplastic. Ordinary Fill shall meet the following gradation requirements: ' Sieve Size Pe rcent Passing by Weight ' 6 inches 100 3 inches 80—100 ' No. 4 20—100 No. 200 (fines) 0—20 G EI ' 1 GEOTECHNICAL REPORT ONE BUCKLAND CENTER SOUTH WINDSOR, CONNECTICUT NOVEMBER 20, 2015 1 Ordinary fill should be compacted in maximum 12-inch-thick,loose lifts to at least 92 percent of the maximum dry density determined in accordance with ASTM D1557(Modified AASHTO Compaction). The moisture content should be held to within+/-3 percent of optimum moisture ' content(as determined by ASTM D1557). Crushed Stone 1 Crushed Stone should consist of a 3/4-inch size durable crushed rock or durable crushed gravel stone and shall conform to the requirements of the ConnDOT Form 816, Section M.01.01,No. 6. Crushed stone should be compacted with at least four passes of a vibratory compactor. 1 Geotextile Fabric 1 Geotextile fabric should be a non-woven fabric,consisting of Miraft 140N or a GEI approved equivalent product. 1 1 1 1 1 1 1 i 1 1 1 L(*QmV1t]am5 1 GEOTECHNICAL REPORT ONE BUCKLAND CENTER SOUTH WINDSOR, CONNECTICUT NOVEMBER 20, 2015 ' Figures r V E I Sn�sNnnnts r" Promenade.Shmps t' rgeenWalk EirrearF•VOY � 25 Buckland ,Rd. South Windsor. CT 06074 «. -.Taro•raekr. Directions Save Zoom Send t �•��,�.� �" Rum-k1 'Hi61s M19a I, , y cd •r;r,,. �.- ��uilions Df \10r 0 Cl �s 91pr91+� . NY7 k^Y 84 " 916 oe i • - Buckland Center 25 • -•_• SITE LOCATION South . • Scott Leonard El September 2015 Fig. 1 RICHA4D" P&IRENE A GA CARZ w I 717,PG.64) f CVO� c. x RI E rJ) S'A N/F -126------ DDWNEA S T ASSOCIATES x LIMITED PARTNERSHIP VM!)I 41R (VOL, 551, PG 55) RY J/ TP-7 PERO RAM IL --- ITRATE m'IN - --- -------- fol V;Np ky f-----'v --- TOTAL LOT AREA ------ f,6'2 SQ. FEETloam -------------- --- --------- OR 1L 2.058 ACRES TP-51 t3 T— �..... PERC RATE -------- --....0 P`NC RATE 2.06 M,1 .. 144... 8 MIN/IN�1' ZONE RC -146..... w Lu ----- ..... 0 0 ---- -- F )RI lq, ----- ---- ------- x uj ------------------- ----- -146............. ZONE GB Tp S PMC RATE PMC RATE 40..S MIN/IN z . ......... 'RIMTTURN ,a �DNLY'SIGN ------------ 'T saro 77 BCLC GRANITE CURB 156 -------- f4i BUCKLAND 5' Rcp RCP-- `...` --,.- D 15" A E LANOSC PED JSI_AND I. THE PROPERTY IS IN THE USINESS RC RESTRICTED COMMERCIAL TONE FOR THE—TIM WITHIN THE TOWN Of SOUTH HINDSOR,AND THE GS G��M51119ES ZONE FOR THE PORTION LOCATED WITHIN THE TOWN 01—145STER.per, 2 SEVERAL VARIANCES XLP BE REOUIRED TO —E THE PLANAS DEPICTED. 3. THIS PI-AN 15 ILLUSTRATIVE IN NATURE AND IS NOT INTENDED TO REPRESENT ANY DETAILEDENGINEERING AND/OR ZONING ANALYSIS OF THE SITE, tEaV'W��p1 ' ai:isa nesaru eLT rmu nx x+Safe n...,x,i -•,.^.,•••.•.• .,� weoPutt Wr ' uM[x Ameann '-��— u9[taFsa m rao,x tovarnr ,sve,Aaai aAR V,t�Otrt lSl a •_' lR�=,u ',- sows aeno veove'xn ua eAa epAei 170a� �i I "K Lnu - I tea-- Tr.,aa Proposed Settlement Plate Locations - - M m Aw o .. + �. sTaAuvmnvi i ,aem Aamuui[ a sTAl,16 1 tauaa t �.::. _� � � oas,e,csr+e. mreaa enu a+w Aaauann Ri1.iOT�It .J• �-�'--''�.� �G�� GMtIttL A� , �MAWAIIS .. ; PROPOSIM _ IMTIL.RT IGICR,' NETl1L C � h � 1 1 � 77 .�.i�,a t 1• I 0 SF 1tlk5R r mescal �� y _ Z BUCKLAND yAD SOURCE:Drawing GR-1,Design Professionals, One Buckland Center Low Inc. - dated 11/13/2016 25 Buckland RoadRECOMMENDED South Windsor CT SETTLEMENT PLATE Scott Leonard GE1 LOCATIONS Consultants Project 1512710 November 2015 Fig. 3 GEOTECHNICAL REPORT ' ONE BUCKLAND CENTER SOUTH WINDSOR, CONNECTICUT NOVEMBER 20, 2015 Appendix 1 Test Pit Logs (by others) F L.I Cc�3vt too nss 1 ' Test Pit Log ' Project: Leonard - Buckland Test Pit ID: TP-1 Project No.: 1831 Location: See map Property Location: 9 Buckland Rd - South Windsor Date: 11/24/2014 ' Inspector: Daniel Jameson Approx. Time: 10:40 Excavator: Jim Throwe Weather Cloudy Equipment: Case backhoe Temperature: 50's Depth ' Feet Description 0 - 0.25 Forest litter/topsoil ' 0.25 - 2.0 Fill (Pieces of Asphalt) 2.0 - 5.0 (Gravely Sand) Dense R/B C-F Sand i5.0 - 6.0 M-F Gravel, Little Silt ' 6.0 - 8.5 Denser Than Above * No Evidence of Mottling * No Evidence of GWT * Stable Trench * No Roots ' * Stand Pipe Installed 21 Jeffery Drive - South Windsor, CT ' (860) 291- 8755 www.designprofessionalsinc.com 1 Test Pit Log Project: Leonard - Buckland Test Pit ID: TP-2 Project No.: 1831 Location: See map Property Location: 9 Buckland Rd - South Windsor Date: 11/24/2014 Inspector: Daniel Jameson Approx. Time: 10:40 Excavator: Jim Throwe Weather Cloudy Equipment: Case backhoe Temperature: 50's Depth 1 Feet Description ' 0 - 1.0 Forest litter/topsoil ' 1.0 - 1.83 Fill Material 1.83 - 3.0 Dense Lt. Brown M-F Sand, Trace Gravel ' 3.0 - 8.0 Dense R/B M-F Sand, Some C-F Gravel, Little Silt * No Evidence of Mottling ' * No Evidence of GWT * Stable Trench * Roots at 1' * Stand Pipe Installed @S�gr1 CMUNNs 21 JefferyDrive - South Windsor, CT ' (860) 291- 8755 www.designprofessionalsinc.com 1 ' Test Pit Log ' Project: Leonard - Buckland Test Pit ID: TP-3 Project No.: 1831 Location: See map Property Location: 9 Buckland Rd - South Windsor Date: 11/24/2014 ' Inspector: Daniel Jameson Approx. Time: 10:40 Excavator: Jim Throwe Weather Cloudy Equipment: Case backhoe Temperature: 50's Depth ' Feet Description ' 0 - 1.0 Forest litter/topsoil ' 1.0 - 2.75 Pink M. Dense M-F Sand, Trace G&S 2.75 - 7.5 Brown M-F Sand same as above 1 * Brick Found At 6.67' (Suspect All Above Is Fill) ' * No Evidence of GWT * Stable Trench * Roots at 5' * No Evidence of Mottling sign �s 21 Jeffery Drive - South Windsor, CT ' (860) 291- 8755 www.designprofessionalsinc.com Test Pit Log ' Project: Leonard - Buckland Test Pit ID: TP-5 Project No.: 1831 Location: See map Property Location: 9 Buckland Rd - South Windsor Date: 11/13/2014 ' Inspector: Andy Krar Approx. Time: 10:40 Excavator: Jim Throwe Weather Cloudy Equipment: Case backhoe Temperature: 50's Depth ' Feet Description ' 0 - 0.25 Forest litter/topsoil 0.25 - 1.5 Loose Brown M-F Sand, Some Fine Gravel, Trace Silt (Possibly Fill) 1.5 - 3.0 Dense M-F Sand, Little C-F Gravel & Silt (Possibly Fill) 3.0 - 7.9 Dense M-F Sand, Some Silt, Little C-F Gravel * Stand Pipe Installed ' * No Evidence of GWT * Stable Trench * Roots at 2.5' 1 No Evidence of Mottling mom !on ' iona�s 21 Jeffery Drive - South Windsor, CT (860) 291- 8755 www.designprofessionalsinc.com ' Test Pit Log ' Project: Leonard - Buckland Test Pit ID: TP-6 Project No.: 1831 Location: See map Property Location: 9 Buckland Rd - South Windsor Date: 11/24/2014 Inspector: Daniel Jameson Approx. Time: 10:40 Excavator: Jim Throwe Weather Cloudy Equipment: Case backhoe Temperature: 50's Depth Feet Description 0 - 0.83 Forest litter/topsoil 0.83 - 2.67 Med. Dense LT. Brown M-F Sand, Little Silt, Trace Gravel 2.67 - 8.0 Dense R/B M-F Sand, Some C-F Gravel, Trace Silt * No Evidence of Fill * No Evidence of GWT * Stable Trench * Roots at 4.5' Mottling at 4.5' 1 aim ' �CK%ml5 21 Jeffery Drive - South Windsor, CT (860) 291- 8755 www.designprofessionalsinc.com Test Pit Log ' Project: Leonard - Buckland Test Pit ID: TP-7 Project No.: 1831 Location: See map Property Location: 9 Buckland Rd - South Windsor Date: 11/24/2014 ' Inspector: Daniel Jameson Approx. Time: 10:40 Excavator: Jim Throwe Weather Cloudy Equipment: Case backhoe Temperature: 50's Depth ' Feet Description ' 0 - 0.5 Forest litter/topsoil 0.5 - 2.17 Med. Dense LT. Brown M-F Sand, Little Silt, Trace Gravel ' 2.17 - 3.17 Dense R/B M-F Sand, Some C-F Gravel, Trace Silt 3.17 - 4.0 Coarse Sand, Same as Above ' 4.0 - 5.33 Compact Sandy Gravel, Till. Very Dense R/B M-F Sand, Some C-F Gravel, Little Silt t5.33 - 8.0 TILL * No Evidence of GM ' * Stable Trench * No Evidence of Mottling * Stand Pipe Installed 1 �si�gn ' liona�s ' 21 Jeffery Drive - South Windsor, CT (860) 291- 8755 ' www.designprofessionalsinc.com Test Pit Log ' Project: Leonard - Buckland Test Pit ID: TP-8 Project No.: 1831 Location: See map Property Location: 9 Buckland Rd - South Windsor Date: 11/24/2014 ' Inspector: Daniel Jameson Approx. Time: 10:40 Excavator: Jim Throwe Weather Cloudy Equipment: Case backhoe Temperature: 50's Depth Feet Description ' 0 - 0.75 Forest litter/topsoil 0.75 - 2.83 Fine Sand Lt. Brown, Trace Gravel and Silt 2.83 -4.0 Finer Sand 4.0 - 6.0 Firm Very Fine Sand. Mottled ' 6.0 - 7.67 Dense R/B M-F Sand, Little M-F Gravel * Standing Pipe Installed * No Evidence of GWT * Stable Trench * Roots at 6' Mottling at 2.83' - sign 1 21 Jeffery Drive - South Windsor, CT ' (860) 291- 8755 www.designprofessionalsinc.com Test Pit Log Project: Leonard - Buckland Test Pit ID: TP-9 Project No.: 1831 Location: See map Property Location: 9 Buckland Rd - South Windsor Date: 11/13/2014 ' Inspector: Andy Krar Approx. Time: 10:40 Excavator: Jim Throwe Weather Cloudy Equipment: Case backhoe Temperature: 50's Depth 1 Feet Description 0 - 0.67 Forest litter/topsoil 0.67 - 2.4 Soft R/B Fine Sand & Silt, Trace Gravel 2.4 - 3.3 Soft/Loose Fine Sand, Some Silt, Trace Gravel (Mottled) 3.3 - 5.0 Red Fine Sand, Some Silt, Trace Gravel ' 5.0 - 8.0 Dense Brown M-F Sand, Some M-F Gravel & Silt * Standing Pipe Installed * No Evidence of GWT * Stable Trench * Roots at 3' ' * Mottling at 2.33' 21 Jeffery Drive - South Windsor, CT (860) 291- 8755 www.designprofessionalsinc.com r Percolation Test Project: Leonard - Buckland Test ID: TP-1-PT Project No.: 1831 Location: See map Property Location: 9 Buckland Rd - South Windsor Date: 11/24/2011 Inspector: Daniel Jameson Approx. Time: 1:00 P.M. Excavator: Jim Throwe Weather Cloudy Equipment: Case backhoe Temperature: 50's ' Bottom of test hole: 3.17' below grade Pre-Soaked Yes ' Per Rate (min/in) 1.33 Time Reading Time Readinq Minutes Inches Minutes Inches 0 2.75 1 3.75 2 5.50 3 6.50 4 7.50 5 8.00 ' 6 9.00 7 9.50 8 10.00 9 10.50 10 11.00 11 12.00 12 12.50 13 13.00 1 1 ssi'ign r or�a/s 21 Jeffery Drive - South Windsor, CT (860) 291- 8755 www.designprofessionalsinc.com 1 1 Percolation Test Results y= 0.7495x+ 3.8071 TP-1 ia mms 16.00 tit raF�'�";�-' d�i`�.,+du� � ��`}�}'9fsv�.2"^,3• „..,�'�qQ .r F '� h <t k4 4�A '.. 1 � a4, >` ",.1K�, w#.�� 9W'�'�.nx^'n%.�b�.� S�. ���' x i �¢'ry �,�rGs ^+i.R �'S:g'l�yx tb✓s"i,}+. i tiF ��� P`tr:�'S-'' rr1 :._ Y' ��J+ r:�`tug t�`c,..t r �4 ..;h"^i<k• ti:�+.� .'�sr',`' .�„>'.`C .\',� �r��R 4'�a�'^'S.�t•"r',�j}'h�+ 4�'�t:f»r�.: 9 �����,$, � "v'� 5. 7•,. ''�>�' T�. � , „µ,.. �,. a`�,..n.+� ��. .s ;r't�. 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Excavator: Jim Throwe Weather Cloudy Equipment: Case backhoe Temperature: 50's ' Bottom of test hole: 3.21' below grade Pre-Soaked Yes ' Perc Rate (min/in) 40.65 Time Reading Time Reading Minutes Inches Minutes Inches ' 0 1.75 10 2.00 20 2.25 25 2.50 35 2.75 50 3.00 ' 60 3.25 70 3.50 80 3.75 sign iana�s 21 Jeffery Drive - South Windsor, CT ' (860) 291- 8755 www.designprofessionalsinc.com y = 0.0246x+ 1.7919 Percolation Test Results TP-2 4.00 � G��;"'lh c"e: ^fir ` * � 2"��'F s : s � t q < < t �'�`-� ^'s,,., � :ir,.'t`"e „� {' ^r',�::"� �'yn,.d��,- �•` s J f���'^�.„�W" �}'4 F:�'°'t`n��1 u'X5 rr f ,�tSS� n Tk»i t t.''��.�. �"s �f 1c •Y ,�"�c �r f £ s �w ��'�ty � sa<:=aSn ;E£ �`�`,r�'c'��.i,�.,r3 n� ��.� zT r`�+ � � ' f� i4.i.� � 'rWd'�y � Ga,s£s•,� ny� .,;.,b ,C�,'g.''. �Y-tf�� .�1' Aa��.`'���', '.:� F r�.� y.w 3.50 k s N a & r L ° '�:`4 �'^4P 2kL y ut � s >y, i s. y y'9`e "fi Y'�`y '_�•G,fl,�.,,,:. �'K" >�ti.1 t 7, � �r x s; S'4`.+ 5 4 n, q�t s rs lY' '[ M a v,,> ,$ 4+'' :-w a-a3 . 1+n4 k •ec.:3.k"�r F t Y'�'� 1 f„` a ,� �4•i'�• "���,.. r, wet '� 7 Lv��y s^ � t °�. 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L F°' r+( R '. h h 5 >CS �<� '�y� ��YnM3m -:� �f�, ,G^'�`"+y ��.r. ?�.+z� .•�s '' �'��^t � ; r �`."d � 1'�a��°�:.,t�Jh" � ��&�,� �} .��s7 "y, '.t �s 0.00 0 10 20 30 40 50 60 70 80 90 Time(Minutes) Percolation Test ' Project: Leonard - Buckland Test ID: TP-5-PT Project No.: 1831 Location: See map Property Location: 9 Buckland Rd - South Windsor Date: 12/3/2014 ' Inspector: Daniel Jameson Approx. Time: 1:00 P.M. Excavator: Jim Throwe Weather Cloudy Equipment: Case backhoe Temperature: 50's ' Bottom of test hole: 2.41' below grade Pre-Soaked Yes ' Perc Rate (min/in) 4.48 Time Reading Time Reading ' Minutes Feet Minutes Feet 0 1.05 23 1.80 1 1.15 24 1.82 2 1.25 26 1.85 3 1.30 28 1.87 4 1.35 30 1.89 6 1.40 31 1.90 7 1.45 33 1.92 ' 8 1.47 35 1.94 9 1.50 36 1.95 10 1.53 38 1.96 11 1.58 40 1.98 12 1.60 42 2 14 1.65 44 2.02 ' 16 1.68 46 2.06 17 1.70 18 1.72 ' 20 1.77 22 1.79 0 roe Lamcie als 21 Jeffery Drive - South Windsor, CT (860) 291- 8755 www.designprofessionalsinc.com -EWEN= 101� Percolation Test Results r_ TP-5 - y=0.0186x+ 1.3023 2.50 Y 4 4 T Vy 2.00r 4w. k *y t 1.50 LL s 1.00 w Y t 0.50 x ' e 0.00 0 5 10 15 20 25 30 35 40 45 50 Time(Minutes) Percolation Test Results - -- y= 0.4844x+ 3.817 TP-6 14.00 tr 12.00 wy S w r a 10.00 � ` r to 8.00 6.00 4.00 a �a 2.00 F Nil r e � r u ` i. 1 0.00 0 2 4 6 8 10 12 14 16 18 20 Time (Minutes) t ' Storm Drainage Report Scott Leonard ' One Buckland Center 1 & 25 Buckland Road ' South Windsor, Connecticut us111lifr �.j qti ' Prepared by: ' Design Professionals, Inc. 21 Jeffrey Drive, PO Bog 1167 South Windsor, CT 06074 t ' �011aIs November 20, 2015 Table of Contents Section Pa e Introduction I Pre-Development Site Conditions 1 Post-Development Site Conditions 1 Storm Sewer Collection System 2 Analysis of Results 3 ' Water Quality 3 Conclusion 4 i Appendices ' A Watershed Computations (Pre-Development Conditions) B Watershed Computations (Post-Development Conditions) ' C Design Criteria D Drainage Area Maps Existing Conditions Drainage Area Map (DA-1) Smith Street Capacity Analysis Drainage Area Map (DA-la) Proposed Conditions Drainage Area Map (DA-2) E MC-3500 Technical Data ' F USDA Soil Data G Storm Sewers Analysis H Stormceptor Sizing Report I Smith Street Capacity Check 1. Introduction ' Scott Leonard is proposing to develop a 2.058 acre parcel of land located at Smith Street and Buckland Road. The development will include construction of two retail buildings (10,500 sq.ft. and 7,400 sq.ft)with associated paved parking, subsurface utilities, and ' landscaping. Refer to the site plan drawings, entitled—"One Buckland Center, 1 &25 Buckland Road, South Windsor, Connecticut,prepared by Design Professionals, Inc, dated September 18, 2015", as amended, for information regarding the property ' development. 2. Pre-Development Site Conditions The surficial characteristics of the site can primarily be classified as woodlands. The entire site drains down from east to west across the parcel. Once across the property line (discharge point#1), all runoff flows overland to a gully that conveys the runoff back to the storm drainage system in Smith Street(discharge point#2). Refer to the Existing Conditions Drainage Area Map included in Appendix D for watershed delineations. ' An evaluation was performed to quantify the peak rate of stormwater discharge to each of the designated areas within and off the site. The Natural Resources Conservation Service's TR-55 Manual was followed in predicting the peak rates of runoff and volumes. Hydraflow Hydrographs(version 2013) computer modeling software was used as application. Refer to Appendix C for design criteria implemented. ' The peak rates of stormwater runoff discharging to neighboring properties were determined for the 2-, 10-,25-, and 100-year storm events. Refer to Appendix A for the ' pre-developed conditions watershed computations. 3. Post Development Site Conditions ' Scott Leonard is proposing to strip and fill the parcel in order to keep the two buildings at road level with Buckland Road. The parking lot that will service the two buildings will ' include eighty-seven stalls. Three catchbasins are proposed to capture runoff. Each catchbasin will discharge to Stormtech underground storage system comprised of seventy MC-3500 units (Technical data for the MC-35000 units can be found in Appendix E). The units have been selected based on their ability to attenuate peak discharges for the 2-, 10-, 25-, and 100-year storm events. Based on the recommendations from the Geotechnical Engineer for the project, it is expected that the fill soils will have an ' infiltration rate capacity that is equal to, or exceeding that of the natural occurring underlying soils in the area. Therefore, an infiltration rate of 1.28 in/hr was applied to the hydraulic model. This was done to account for water that will be retained on site as ' groundwater recharge. The infiltration rate was averaged from a range specified by the USDA soil survey map for hydraulic soil group B. The soil survey's description of the soil and infiltration rate is included in Appendix F. ' 1 ' An underdrain system is proposed underneath the chambers to ensure that the underground storage system empties between storm events. The underdrain system will convey all flows to a storm drain manhole that will serve as an outlet structure for the underground storage system. Two orifices inside the storm drain manhole (2 and 6 inches)will be located at the bottom and mid elevations in the system. An 8 inch outlet ' pipe is proposed to convey all water to a Stormceptor unit to be treated, and then to a proposed connection to an existing catchbasin in Smith Street. ' Calculations were conducted to demonstrate that the capacity of the existing drainage system in Smith Street is sufficient to manage the increased flows. These calculations are included in Appendix I. Our findings did show that one of the existing pipes in Smith ' Street will flow over maximum capacity. However,the hydraulic grade line elevation in each catchbasin will be at least 12 inches below the top of frame elevation during a 10-yr storm event. Refer to the Proposed Drainage Area Map and Smith Street Capacity ' Analysis Drainage Area Map located in Appendix D for proposed and Smith Street system watershed delineations. Proposed drainage watershed analysis computations can be found in Appendix B. 4. Storm Sewer Collection System The proposed subsurface stormwater collection and conveyance system was designed to adequately convey proposed runoff under 10-year storm event conditions. The design of the storm sewers followed the guidelines set forth in the Connecticut Department of Transportation's Drainage Manual. It is estimated that during a 10-year storm event, all proposed subsurface culverts will convey storm runoff without resulting in any unacceptable flooding conditions. Hydraflow Storm Sewers computer software was used ' for analysis. The computations are included as Appendix G. ' 2 5. Analysis of Results Hydraulic conditions related to storm drainage were evaluated for both proposed and existing conditions using Hydraflow Hydrographs (version 2013) computer modeling software to determine peak discharge rates of runoff discharging from the site. Three ' discharge locations were identified as points of interest for assessing downstream effects. The following table contains the data generated from the Hydraflow software: ' TABLE 1 Peak Rate of Stormwater Discharge Runoff Rate ' Pre-developed Post-developed Net Change Watershed Storm Event Condition Condition Rate of Runoff Area (Year) (ft3/second) (ft3/second) (ft3/second) 2 0.21 0.01 -0.19 DP#1-West 10 1.21 0.09 -1.12 ' property line 25 1.99 0.15 -1.83 100 3.61 0.28 -3.32 2 0.21 0.16 -0.05 DP#2-To Gully 10 1.21 0.44 -0.77 ' in Smith Street 25 1.99 0.71 -1.28 100 3.61 2.07 -1.53 ' 2 0.00 0.03 0.03 DP#3-Mite 10 0.00 0.05 0.05 To Buckland 25 0.00 0.07 0.07 ' 100 0.00 0.10 0.10 The filling of the site resulted in minor increases of peak discharge reaching Buckland t Road. We believe that the increase in peak flows should have negligible impact to the downstream storm drainage system. 6. Water Ouality The proposed Stormceptor unit serves to remove suspended solids from runoff collected ' from the all parking areas before discharging to the existing catchbasin in Smith Street. Per manufacturer's specifications, the units are designed to achieve an 80%total suspended solid removal rating as recommended by The Connecticut Department of ' Energy and Environmental Protection. See Appendix H for our sizing and analysis report for the Stormceptor unit. This report was generated using design software from Imbrium Systems Inc. ' 3 7. Conclusion It is our opinion that the proposed stormwater management design as presented herein and on the accompanying site plans, will not pose any significant detrimental impacts to ' the environment surrounding the site. ' 4 1 APPENDIX A Watershed Computations ' (Pre-Development Conditions) 1 Watershed Model Schematic Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk,Inc.v10 ' 1 2 3 Project: 1831 -Existing.gpw Thursday, 11 /19/2015 2 Hydrograph Return Period Regg y ow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk,Inc.v10 Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff ----- ------- 0.207 ------- 0.714 1.205 1.985 2.765 3.606 DP#1&2-LOT To Property Line ' 2 Rational =_ ----- 5.090 ----- 6.225 6.894 7.854 8.597 9.254 Existing Buckland Road 3 Rational ---- 0.323 ------ 0.395 0.438 0.499 0.546 0.588 CB SS-1 Proj. file: 1831 -Existing.gpw Thursday, 11 /19/2015 ' 3 H yd rog ra p h Summary Report Hydraflow Hydrographs Extension for AUtoCADO Civil 3D®2013 by Autodesk,Inc.v10 ' Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cult) (ft) (cuft) 1 SCS Runoff 0.207 2 746 1,917 ----- ----- ------ DP#1&2-LOT To Property Line 2 Rational 5.090 1 8 2,443 ------ ---- ------ Existing Buckland Road 3 Rational 0.323 1 8 155 ------ ------ ------ CB SS-1 1 1831 -Existing.gpw Return Period: 2 Year Thursday, 11 /19/2015 Hydrograph Report 4 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Thursday,11/19/2015 Hyd. No. 1 ' DP#1&2 - LOT To Property Line Hydrograph type = SCS Runoff Peak discharge = 0.207 cfs ' Storm frequency = 2 yrs Time to peak = 12.43 hrs Time interval = 2 min Hyd. volume = 1,917 cuft Drainage area = 2.160 ac Curve number = 55* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 16.40 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(2.150 x 55)+(0.010 x 98)]/2.160 ' Q(cfs) DP#1&2 - LOT To Property Line Hyd. No. 1 --2 Year Q (cfs) ' 0.50 0.50 0.45 - - - - - 0.45 0.40 -- 0.40 ' 0.35 - 0.35 0.30 - 0.30 0.25 - _ - - - 0.25 0.20 - - 0.20 ' 0.15 _ - _- - 0.15 ' 0.10 - 0.10 0.05 - - 0.05 0.00 - - 0.00 ' 0 2 4 6 8 10 12 14 16 18 20 22 24 26 - Hyd No. 1 Time(hrs) TR55 Tc Worksheet 5 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Hyd. No. 1 ' DP#1&2 - LOT To Property Line Description A B C Totals ' Sheet Flow Manning's n-value = 0.800 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 17.00 0.00 0.00 Travel Time (min) = 15.88 + 0.00 + 0.00 = 15.88 Shallow Concentrated Flow Flow length (ft) = 149.45 0.00 0.00 Watercourse slope (%) = 8.40 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity(ft/s) =4.68 0.00 0.00 Travel Time (min) = 0.53 + 0.00 + 0.00 = 0.53 Channel Flow ' X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 ' Manning's n-value = 0.015 0.015 0.015 Velocity(ft/s) =0.00 0.00 0.00 Flow length (ft) ({0 AO 0.0 0.0 ' Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 ' Total Travel Time,Tc.............................................................................. 16.40 min Hydrograph Report 6 ' Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Thursday,11/1912015 Hyd. No. 2 Existing Buckland Road Hydrograph type = Rational Peak discharge = 5.090 cfs ' Storm frequency = 2 yrs Time to peak = 0.13 hrs Time interval = 1 min Hyd. volume = 2,443 cuft Drainage area = 2.100 ac Runoff coeff. = 0.63 Intensity = 3.847 in/hr Tc by User = 8.00 min OF Curve = Connecticut idf.IDF Asc/Rec limb fact = 1/1 Existing Buckland Road Q (cfs) Hyd. No. 2--2 Year Q(cfs) 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 ' 2.00 2.00 1.00 1.00 0.00 0.00 ' 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 Hyd No. 2 Time(hrs) Hydrograph Report 7 Hydraflow Hydrographs Extension for AutoCAD®Civil 31D®2013 by Autodesk,Inc.v10 Thursday,11/1912015 Hyd. No. 3 CB SS-1 Hydrograph type = Rational Peak discharge = 0.323 cfs 1 Storm frequency = 2 yrs Time to peak = 0.13 hrs Time interval = 1 min Hyd. volume = 155 cuft Drainage area = 0.140 ac Runoff coeff. = 0.6* Intensity = 3.847 in/hr Tc by User = 8.00 min OF Curve = Connecticut idf.IDF Asc/Rec limb fact = 1/1 ' Composite(Area/C)_[(0.060 x 0.20)+(0.080 x 0.90)]/0.140 ' CB SS-1 Q (cfs) Hyd. No. 3--2 Year Q (cfs) 0.50 0.50 - - - _ 0.45 0.40 -- - - 0.40 0.35 - - - 0.35 ' 0.30 _ - _ 0.30 0.25 _ _ 0.25 ' 0.15 - 0.15 0.10 0.10 ' 0.05 - - - 0.05 0.00 - - -_ - _ 0.00 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 Hyd No. 3 Time(hrs) 8 H yd ro g ra p h Summary Report Hydraflow Hydrographs Extension for AUtoCAD®Civil 3DO 2013 by Autodesk,Inc.A 0 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 1.205 2 734 6,381 ----- ---- ------ DP#1&2-LOT To Property Line ' 2 Rational 6.894 1 8 3,309 ---- --- ----- Existing Buckland Road 3 Rational 0.438 1 8 210 ---- ------ ----- CB SS-1 1 1831 -Existing.gpw Return Period: 10 Year Thursday, 11 /19/2015 9 H yd rog ra p h Summary Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk,Inc.v10 ' Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 1.985 2 734 9,474 ------ ---- ----- DP#1&2-LOT To Property Line ' 2 Rational 7.854 1 8 3,770 ---- ----- ------ Existing Buckland Road 3 Rational 0.499 1 8 239 ------ --- --- CB SS-1 1831 -Existing.gpw Return Period: 25 Year Thursday, 11 /19/2015 H yd rog ra p h Summary Report 10 Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk,Inc.A 0 ' Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 3.606 2 732 15,753 ----- ----- ----- DP#1&2-LOT To Property Line ' 2 Rational 9.254 1 8 4,442 =____ ---- - Existing Buckland Road 3 Rational 0.588 1 8 282 CB SS-1 1831 -Existing.gpw Return Period: 100 Year Thursday, 11 / 19/2015 11 Hydraflow Rainfall Report ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Thursday,11/19/2015 Return Intensity-Duration-Frequency Equation Coefficients(FHA) ' Period (Yrs) B D E (N/A) ' 1 0.0000 0.0000 0.0000 _-_=____ 2 30.1225 6.6000 0.7676 3 0.0000 0.0000 0.0000 -------- 5 52.3308 9.8000 0.8367 ------ 10 54.7383 10.8000 0.8016 ----- 25 101.9813 15.8000 0.8971 ------ 50 98.1551 15.7000 0.8577 -------- 100 106.5909 17.0000 0.8462 ------ File name:Connecticut idf.IDF Intensity=B/(Tc+ D)^E Return Intensity Values(in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 4.59 3.49 2.85 2.43 2.13 1.90 1.72 1.58 1.46 1.36 1.27 1.20 ' 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 5.49 4.30 3.57 3.06 2.69 2.40 2.17 1.99 1.84 1.71 1.60 1.50 ' 10 5.99 4.81 4.04 3.51 3.11 2.80 2.55 2.35 2.18 2.03 1.91 1.80 25 6.70 5.52 4.71 4.12 3.66 3.30 3.01 2.76 2.56 2.38 2.23 2.10 50 7.30 6.06 5.20 4.57 4.09 3.70 3.38 3.12 2.90 2.71 2.54 2.40 ' 100 7.79 6.55 5.68 5.02 4.51 4.10 3.76 3.48 3.24 3.04 2.86 2.70 Tc time in minutes.Values may exceed 60. ' Preci .file name:G:\DJ1Hartford IDF. c Rainfall Precipitation Table(in) ' Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 3.20 0.00 4.10 4.70 5.50 6.20 6.90 ' SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 APPENDIX B ' Watershed Computations (Post-Development Conditions) 1 Watershed Model Schematic HydraflowHydrographs Extension for AutoCAD®Civil 3D®2013byAutodesk,Inc.v10 1 2 3 5 ' 4 t ' 7 ' 10 8� g ' 6 12 ' 11 1 13 Project: 1831 -PROPOSED.gpw Thursday, 11 /19/2015 2 Hydrograph Return Period Regg y ow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff ----- ------ 1.234 ------ 1.646 1.918 2.280 2.594 2.907 CB-2 TO INFILTRATORS 2 SCS Runoff --- ------ 0.509 ----- 0.655 0.753 0.882 0.996 1.109 South Building to Infiltrators 3 SCS Runoff ------ ------- 0.063 ----- 0.089 0.107 0.131 0.153 0.173 CB-1 TO INFILTRATORS ' 4 SCS Runoff ---- ------- 1.217 ------ 1.597 1.848 2.182 2.473 2.762 CB-3 TO INFILTRATORS 5 SCS Runoff ------ ----- 0.719 ------- 0.925 1.063 1.246 1.406 1.566 North Building to Infiltrators ' 6 SCS Runoff ---- Y===- 0.013 v_Y-- 0.051 0.089 0.152 0.215 0.283 DP#1-S.Grass area to W.Prop Line 7 Combine 1,2,3, 3.742 4.913 5.690 6.721 7.621 8.518 Combine to Infiltrators 4,5, 8 Reservoir 7 ------- 0.142 ------- 0.166 0.181 0.391 0.886 1.378 Infiltrator overflow ' 9 SCS Runoff ------ ------ 0.007 ------- 0.040 0.077 0.144 0.214 0.293 N.Grass to Smith Street 10 SCS Runoff ----- ------- 0.006 ------- 0.051 0.112 0.234 0.374 0.533 Rear Steap Slope 11 SCS Runoff ------ ----- 0.029 ------ 0.045 0.056 0.071 0.084 0.097 DP#3-Offsite to Buckland 12 Combine 8,9,10, ------ 0.152 ----- 0.249 0.355 0.557 1.223 1.877 To Smith Street Drainage System 1 13 Combine 6,12 ------ 0.161 ------- 0.293 0.437 0.705 1.346 2.073 D.P.#2-SMITH STREET GULLY ' Proj. file: 1831 -PROPOSED.gpw Thursday, 11 / 19/2015 3 H yd rog ra p h Summary Report Hydrallow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 ' Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description ' (origin) (cfs) (min) (min) (cult) (ft) (cuft) 1 SCS Runoff 1.234 2 724 3,829 ------ ----- ------ CB-2 TO INFILTRATORS ' 2 SCS Runoff 0.509 2 724 1,717 ----- ----- —_—_ South Building to Infiltrators 3 SCS Runoff 0.063 2 724 187 ------ ------ ------ CB-1 TO INFILTRATORS ' 4 SCS Runoff 1.217 2 724 3,870 ------ --- ------ CB-3 TO INFILTRATORS 5 SCS Runoff 0.719 2 724 2,424 ---- ------ ------ North Building to Infiltrators ' 6 SCS Runoff 0.013 2 744 134 ----- ---- ---- DP#1-S.Grass area to W.Prop Line 7 Combine 3.742 2 724 12,027 1,2,3, ------ ----- Combine to Infiltrators 4,5, 8 Reservoir 0.142 2 778 4,165 7 150.54 5,024 Infiltrator overflow 9 SCS Runoff 0.007 2 750 112 ------ ------ ------ N.Grass to Smith Street 10 SCS Runoff 0.006 2 876 155 ----- ---- ------ Rear Steap Slope 11 SCS Runoff 0.029 2 726 102 ----- ---- ------ DP#3-Offsite to Buckland 12 Combine 0.152 2 778 4,432 8,9,10, ------ ---- To Smith Street Drainage System ' 13 Combine 0.161 2 750 4,566 6,12 --- ----- D.P.#2-SMITH STREET GULLY ' 1831 -PROPOSED.gpw Return Period: 2 Year Thursday, 11 /19/2015 Hydrograph Report 4 ' Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Thursday,11119/2015 Hyd. No. 1 ' CB-2 TO INFILTRATORS Hydrograph type = SCS Runoff Peak discharge = 1.234 cfs ' Storm frequency = 2 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 3,829 cuft Drainage area = 0.460 ac Curve number = 93* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_[(0.400 x 98)+(0.060 x 61)]/0.460 CB-2 TO INFILTRATORS Q (cfs) Hyd. No. 1 --2 Year Q (cfs) ' 2.00 2.00 1.00 1.00 ' 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 Hyd No. 1 Time(hrs) 5 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3138 2013 by Autodesk,Inc.v10 Thursday,11/1912015 Hyd. No. 2 ' South Building to Infiltrators Hydrograph type = SCS Runoff Peak discharge = 0.509 cfs Storm frequency = 2 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 1,717 cuft Drainage area = 0.170 ac Curve number = 98 ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' South Building to Infiltrators Q (cfs) Hyd. No.2--2 Year Q (cfs) 1.00 - 1.00 0,90 0.90 0.80 _ - -- 0.80 0.70 0.70 -- 0.60 0.60 0.50 - 0.50 0.40 - _ 0.40 0.30 _ 0.30 0.20 -- 0.20 J- 0.10 0.10 0 2 4 6 8 10 12 14 16 18 20 22 24 Hyd No. 2 Time(hrs) H r r 6 yd og aph Report ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk,Inc.A 0 Thursday,11/19 12015 Hyd. No. 3 ' CB-1 TO INFILTRATORS Hydrograph type = SCS Runoff Peak discharge = 0.063 cfs ' Storm frequency = 2 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 187 cuft Drainage area = 0.030 ac Curve number = 86* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.020 x 98)+(0.010 x 61"/0.030 ' CB-1 TO INFILTRATORS Q (cfs) Hyd. No. 3--2 Year Q(cfs) ' 0.10 0.10 ' 0.09 0.09 0.08 0.08 0.06 - 0.06 ' 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.01 0.01 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 3 Time(hrs) H dr ra h R 7 y og p eport Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Thursday,11/19/2015 Hyd. No. 4 ' CB-3 TO INFILTRATORS Hydrograph type = SCS Runoff Peak discharge = 1.217 cfs ' Storm frequency = 2 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 3,870 cuft Drainage area = 0.430 ac Curve number = 95* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 ' *Composite(Area/CN)_"0.390 x 98)+(0.040 x 61),/0.430 CB-3 TO INFILTRATORS Q (cfs) Hyd. No.4--2 Year Q (cfs) ' 2.00 2.00 1 ' 1.00 1.00 ' 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 Hyd No. 4 Time(hrs) Hydrograph Report ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D R0 2013 by Autodesk,Inc.v10 Thursday,11/19/2015 Hyd. No. 5 ' North Building to Infiltrators Hydrograph type = SCS Runoff Peak discharge = 0.719 cfs Storm frequency = 2 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 2,424 cuft Drainage area = 0.240 ac Curve number = 98 ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 6.00 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 North Building to Infiltrators Q (cfs) Hyd. No. 5--2 Year Q (cfs) ' 1.00 1.00 0.90 0.90 0.80 _ - 0.80 0.70 0.70 0.60 0.60 ' 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 t - - 0.10 0.10 ' 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 Hyd No. 5 Time(hrs) Hydrograph Report 9 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Thursday,11/19/2015 Hyd. No. 6 DP#1 - S. Grass area to W. Prop Line Hydrograph type - SCS Runoff Peak discharge 0.013 cfs Storm frequency = 2 yrs Time to peak = 12.40 hrs ' Time interval = 2 min Hyd. volume = 134 cuft Drainage area = 0.160 ac Curve number = 54* Basin Slope = 0.0 % Hydraulic length = 0 ft ' Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.090 x 48)+(0.070 x 61)]/0.160 ' DP#1 - S. Grass area to W. Prop Line Q (cfs) Hyd. No. 6--2 Year Q(cfs) 0.10 0.10 0.09 0.09 0.08 0.08 ' 0.07 -- 0.07 t0.06 0.06 0.05 0.05 0.04 0.04 - 0.03 0.03 0.02 0.02 ' 0.01 -_ - 0.01 ' 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 6 Time(hrs) ' Hydrograph Report 10 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3DCD 2013 by Autodesk,Inc.A 0 Thursday,11/19/2015 Hyd. No. 7 ' Combine to Infiltrators Hydrograph type = Combine Peak discharge = 3.742 cfs Storm frequency = 2 yrs Time to peak = 12.07 hrs Time interval = 2 min Hyd. volume = 12,027 cuft Inflow hyds. = 1, 2, 3, 4, 5 Contrib. drain. area = 1.330 ac t Combine to Infiltrators Q(cfs) Hyd. No. 7--2 Year Q (cfs) ' 4.00 _ 4.00 ' 3.00 3.00 ' 2.00 2.00 ' 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 ' Hyd No. 7 Hyd No. 1 - Hyd No. 2 Hyd No. 3 Time(hrs) Hyd No. 4 Hyd No. 5 ' 11 Hydrograph Report ' Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2013 by Autodesk,Inc.v10 Thursday,11/19/2015 Hyd. No. 8 Infiltrator overflow Hydrograph type = Reservoir Peak discharge = 0.142 cfs Storm frequency = 2 yrs Time to peak = 12.97 hrs Time interval = 2 min Hyd. volume = 4,165 cuft Inflow hyd. No. = 7 - Combine to Infiltrators Max. Elevation = 150.54 ft ' Reservoir name = MC-3500 Max. Storage = 5,024 cuft Storage Indication method used. Exfiltration extracted from Outflow. ' Infiltrator overflow Q(cfs) Hyd. No. 8--2 Year Q(cfs) 4.00 4.00 ' 3.00 3.00 ' 2.00 - - 2.00 ' 1.00 1.00 i ' 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 Time(hrs) ' Hyd No. 8 Hyd No. 7 Total storage used= 5,024 cuft Pond Report 12 Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D112013 by Autodesk,Inc.A 0 Thursday,11/19/2015 Pond No. 1 - MC-3600 Pond Data ' UG Chambers-Invert elev.=149.25 ft , Rise x Span=3.75 x 6.42 ft , Barrel Len=7.20 ft, No.Barrels=70, Slope=0.00%, Headers=No Encasement-Invert elev.=148.50 ft , Width=7.80 ft, Height=5.50 ft, Voids=24.00% Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 148.50 n/a 0 0 0.55 149.05 n/a 519 519 1.10 149.60 n/a 1,379 1,898 ' 1.65 150.15 n/a 1,852 3,749 2.20 150.70 n/a 1,802 5,552 2.75 151.25 n/a 1,718 7,270 3.30 151.80 n/a 1,592 8,862 3,85 152.35 n/a 1,404 10,266 4.40 152.90 n/a 1,092 11,359 4.95 153.45 n/a 557 11,915 5.50 154.00 n/a 519 12,434 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] ' Rise(in) = 8,00 2,00 6,00 0,00 Crest Len(ft) = 7,33 0,00 0.00 0.00 Span(in) = 8.00 2.00 6.00 0.00 Crest El.(ft) = 154.00 0.00 0.00 0.00 No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 148.50 148.51 152.10 0.00 Weir Type = 1 --- Length(ft) = 74.00 0.00 0.00 0.00 Multi-Stage = Yes No No No Slope(%) = 2.80 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 1.280(by Wet area) ' Multi-Stage = n/a Yes Yes No TW Elev.(ft) = 0.00 Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s). Stage(ft) Stage/Discharge Elev(ft) 6.00 154.50 5.00 153.50 ' 4.00 152.50 3.00 151.50 ' 2.00 150.50 ' 1.00 _ 149.50 ' 0.00 148.50 0.00 0.50 1.00 1.50 2.00 Total Q Discharge(cfs) Hydrograph Report 13 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Thursday,11/19/2015 Hyd. No. 9 N. Grass to Smith Street Hydrograph type = SCS Runoff Peak discharge = 0.007 cfs ' Storm frequency = 2 yrs Time to peak = 12.50 hrs Time interval = 2 min Hyd. volume = 112 cuft Drainage area = 0.200 ac Curve number = 51* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.150 x 48)+(0.050 x 61)]/0.200 1 ' N. Grass to Smith Street Q (cfs) Hyd. No. 9--2 Year Q (cfs) ' 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 ' 0.06 - _ _ 0.06 ' 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 ' 0.01 0.01 ' 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 9 Time(hrs) Hydrograph Report 14 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Thursday,11/19/2015 Hyd. No. 10 ' Rear Steap Slope Hydrograph type = SCS Runoff Peak discharge = 0.006 cfs Storm frequency = 2 yrs Time to peak = 14.60 hrs Time interval = 2 min Hyd. volume = 155 cuft Drainage area = 0.460 ac Curve number = 48 ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 1 ' Rear Steap Slope Q (cfs) Hyd. No. 10--2 Year Q (cfs} ' 0.10 - _ 0.10 0.09 - --- - 0.09 0.08 0.08 0.07 0.07 OM 0.06 0.05 - 0.05 0.04 - 0.04 0.03 0.03 0.02 0.02 ' 0.01 0.01 ' 0.00 - - - _ 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 - Hyd No. 10 Time(hrs) 15 Hydrograph Report ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3138 2013 by Autodesk,Inc.A Thursday,11/19/2015 Hyd. No. 11 ' DP#3 - Offsite to Buckland Hydrograph type = SCS Runoff Peak discharge = 0.029 cfs Storm frequency = 2 yrs Time to peak = 12.10 hrs Time interval = 2 min Hyd. volume = 102 cuft Drainage area = 0.020 ac Curve number = 80* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 8.00 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)_[(0.010 x 61)+(0.010 x 98),/0.020 ' DP#3 - Offsite to Buckland Q (cfs) Hyd. No. 11 --2 Year Q (cfs) ' 0.10 _ 0.10 0.09 0.09 0.08 - - 0.08 0.07 0.07 ' 0.05 - 0.05 0.04 0.04 0.03 0.03 0.02 0.02 ' 0.01 - 0.01 0.00 - - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 11 Time(hrs) Hydrograph Report 16 ' Hydraflow Hydrographs Extension for AutoCADO Civil 3130 2013 by Autodesk,Inc.v10 Thursday,11/19/2015 Hyd. No. 12 ' To Smith Street Drainage System Hydrograph type = Combine Peak discharge = 0.152 cfs ' Storm frequency = 2 yrs Time to peak = 12.97 hrs Time interval = 2 min Hyd. volume = 4,432 cuft Inflow hyds. = 8, 9, 10 Contrib. drain. area = 0.660 ac ' To Smith Street Drainage System Q (cfs) Hyd. No. 12 --2 Year Q(cfs) ' 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 ' 0.30 0.30 ' 0.25 - 0.25 0.15 0.15 0.10 0.10 ' 0.05 0.05 ' 0.00 - - _ - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) ' Hyd No. 12 Hyd No. 8 Hyd No. 9 Hyd No. 10 Hydrograph Report 17 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Thursday,11/19/2015 Hyd. No. 13 ' D.P.#2 - SMITH STREET GULLY Hydrograph type = Combine Peak discharge = 0.161 cfs Storm frequency = 2 yrs Time to peak = 12.50 hrs ' Time interval = 2 min Hyd. volume = 4,566 cuft Inflow hyds. = 6, 12 Contrib. drain. area = 0.160 ac ' D.P.#2 - SMITH STREET GULLY Q (cfs) Hyd. No. 13--2 Year Q(cfs) 0.50 0.50 0.45 0.45 - - - 0.40 0.40 ' 0.35 - - - 0.35 0.30 0.30 0.25 0.25 0.20 0.20 0.15 0.15 t0.10 0.10 0.05 0.05 0.00 0.00 ' 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time(hrs) Hyd No. 13 Hyd No. 6 Hyd No. 12 ' 18 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3138 2013 by Autodesk,Inc.v10 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description ' (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 1.918 2 724 6,111 ----- ---- ------ CB-2 TO INFILTRATORS ' 2 SCS Runoff 0.753 2 724 2,582 --- ------ ------ South Building to Infiltrators 3 SCS Runoff 0.107 2 724 325 -—- ------ -—- CB-1 TO INFILTRATORS ' 4 SCS Runoff 1.848 2 724 6,033 —- ------ -—- CB-3 TO INFILTRATORS 5 SCS Runoff 1.063 2 724 3,646 ---- ---- ------ North Building to Infiltrators 6 SCS Runoff 0.089 2 732 467 ------ ----- ---_- DP#1-S.Grass area to W.Prop Line 7 Combine 5.690 2 724 18,697 1,2,3, Combine to Infiltrators 4,5 8 Reservoir 0.181 2 796 7,301 7 151.72 8,629 Infiltrator overflow 9 SCS Runoff 0.077 2 736 467 ----- ------ ------ N.Grass to Smith Street 10 SCS Runoff 0.112 2 738 827 ---- ------ ----- Rear Steap Slope ' 11 SCS Runoff 0.056 2 726 191 —-- —-- ------ DP#3-Offsite to Buckland 12 Combine 0.355 2 738 8,594 8,9,10, ------ ------ To Smith Street Drainage System ' 13 Combine 0.437 2 736 9,061 6,12 ------ ----- D.P12-SMITH STREET GULLY 1 1831 -PROPOSED.gpw Return Period: 10 Year Thursday, 11 /19/2015 ' 19 H yd rog ra p h Summary Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3138 2013 by Autodesk,Inc.v10 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description ' (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 2.280 2 724 7,341 ---- ---- ----- CB-2 TO INFILTRATORS ' 2 SCS Runoff 0.882 2 724 3,044 ------ ------ ---- South Building to Infiltrators 3 SCS Runoff 0.131 2 724 402 -- - ------ ------ CB-1 TO INFILTRATORS ' 4 SCS Runoff 2.182 2 724 7,193 ------ -—- ------ CB-3 TO INFILTRATORS 5 SCS Runoff 1,246 2 724 4,298 ---- —-- - — North Building to Infiltrators 6 SCS Runoff 0.152 2 730 701 _____ DP#1-S.Grass area to W.Prop Line 7 Combine 6.721 2 724 22,278 1,2,3, ____ Combine to Infiltrators 4,5, 8 Reservoir 0.391 2 772 9,312 7 152.37 10,308 Infiltrator overflow 9 SCS Runoff 0.144 2 732 727 ------ ------ ------ N.Grass to Smith Street 10 SCS Runoff 0.234 2 734 1,350 —- —-- ------ Rear Steap Slope 11 SCS Runoff 0.071 2 726 242 ------ ------ ---- DP#3-Offsite to Buckland 12 Combine 0.557 2 734 11,390 8,9,10, ------ ---- To Smith Street Drainage System ' 13 Combine 0.705 2 732 12,091 6,12 ------ ------ D.P.#2-SMITH STREET GULLY ' 1831 -PROPOSED.gpw Return Period: 25 Year Thursday, 11 / 19/2015 20 H yd rog ra p h Summary Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description t (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 2.907 2 724 9,506 ---- ----- ----- CB-2 TO INFILTRATORS 2 SCS Runoff 1.109 2 724 3,854 ----- ----- ------ South Building to Infiltrators 3 SCS Runoff 0.173 2 724 538 ------ ------ --- CB-1 TO INFILTRATORS ' 4 SCS Runoff 2.762 2 724 9,228 ----- ----- ------ CB-3 TO INFILTRATORS 5 SCS Runoff 1.566 2 724 5,440 ----- ------ ------ North Building to Infiltrators 6 SCS Runoff 0.283 2 730 1,179 ------ DP#1-S.Grass area to W.Prop Line 7 Combine 8.518 2 724 28,566 1,2,3, Combine to Infiltrators 4,5, ' 8 Reservoir 1.378 2 748 14,224 7 153.86 12,296 Infiltrator overflow 9 SCS Runoff 0.293 2 730 1,272 ------ ------ ------ N.Grass to Smith Street 10 SCS Runoff 0.533 2 730 2,478 -—- ------ ------ Rear Steap Slope 11 SCS Runoff 0.097 2 726 334 ----- ------ ------ DP#3-Offsite to Buckland 12 Combine 1.877 2 742 17,974 8,9,10, ---- ------ To Smith Street Drainage System ' 13 Combine 2.073 2 738 19,153 6,12 ----- ------ D.P.#2-SMITH STREET GULLY ' 1831 -PROPOSED.gpw Return Period: 100 Year Thursday, 11 / 19/2015 Hydraflow Rainfall Report 21 Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2013 by Autodesk,Inc.v10 Thursday,11/19 f 2015 Return Intensity-Duration-Frequency Equation Coefficients(FHA) Period (Yrs) B D E (NIA) ' 1 0.0000 0.0000 0.0000 -------- 2 30.1225 6.6000 0.7676 -------- ' 3 0.0000 0.0000 0.0000 ------ 5 52.3308 9.8000 0.8367 ' 10 54.7383 10.8000 0.8016 ------- 25 101.9813 15.8000 0.8971 50 98.1551 15.7000 0.8577 -------- ' 100 106.5909 17.0000 0.8462 File name:Connecticut idf.IDF Intensity=B/(Tc+ D)^E Return Intensity Values(in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 ' 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 4.59 3.49 2.85 2.43 2.13 1.90 1.72 1.58 1.46 1.36 1.27 1.20 ' 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 5.49 4.30 3.57 3.06 2.69 2.40 2.17 1.99 1.84 1.71 1.60 1.50 ' 10 5.99 4.81 4.04 3.51 3.11 2.80 2.55 2.35 2.18 2.03 1.91 1.80 25 6.70 5.52 4.71 4.12 3.66 3.30 3.01 2.76 2.56 2.38 2.23 2.10 ' 50 7.30 6.06 5.20 4.57 4.09 3.70 3.38 3.12 2.90 2.71 2.54 2.40 100 7.79 6.55 5.68 5.02 4.51 4.10 3.76 3.48 3.24 3.04 2.86 2.70 Tc time in minutes.Values may exceed 60. Preci .file name:G:\DJ\Hartford IDF. c ' Rainfall Precipitation Table(in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 3.20 0.00 4.10 4.70 5.50 6.20 6.90 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 OAO 0.00 0.00 0.00 0.00 0.00 ' Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 APPENDIX C ' Design Criteria Chapter 2 Estimating Runoff Technical Release 55 Urban Hydrology for Small Watersheds Table 2-2a Runoff curve numbers for urban areas v Curve numbers for ------------------------ Cover description ----------------------- -------hydrologic soil group------- Average percent Cover type and hydrologic condition impervious area?d A B C D ' Fully developed urban areas(vegetation established) Open space(lawns,parks,golf courses,cemeteries,etc.)W: Poor condkIon Qpw Coven<50JQ... ..»..........»......»...».. 68 79 86 89 ' Fak condftn Woo cover 5W6W75 »»»..».....»,.».»»»,»». 49 69 79 84 Good condidon cover>75W.........»...............,.»»........ 39 61 74 8D hnpervious areas: Paved pwkft hits,roofs,driveways,etc. (excluding right-of-way)............................................................. 98 98 98 98 Streets and roads: Paved;curbs and storm sewers(excluding right-of-way) ................................................................................ 98 98 98 98 ' Paved;open ditches(including right-of-way).................... 83 89 92 93 Gravel(including right-of-way)................................................. 76 85 89 91 Dirt(including right-of-way)...................................................... 72 82 87 89 Western desert urban areas: ' Natural desert landscaping(pervious areas only)-N..................... 63 77 85 88 Artificial desert landscaping(impervious weed barrier, desert shrub with 1-to 2-inch sand or gravel mulch andbasin borders)...................................................................... 96 96 96 96 ' Urban districts: Commercialand business................................................................. 85 89 92 94 95 Industrial............................................................................................. 72 81 88 91 93 Residential districts by average lot size: 1/8 acre or less(gown houses).......................................................... 65 77 85 90 92 1/4 acre................................................................................................ 38 61 75 83 87 1/3 acre ................................................................................................ 30 57 72 81 86 1/2 acre................................................................................................ 25 54 70 80 85 1 acre................................................................................................... 20 51 68 79 84 ' 2 acres.................................................................................................. 12 46 65 77 82 Developing urban areas ' Newly graded areas (pervious areas only,no vegetation)5r................................................-.--.. 77 86 91 94 Idle lands(CN s are detennined using cover types ' similar W those in table 2-2c). i Average runoff condition,and L=0.2S. 2 The average percent impervious area shown was used to develop the composite CN s.Other assumptions are as follows:impervious areas are ' directly connected to the drainage system,impervious areas have a CN of 98,and pervious areas are considered equivalent to open space in good hydrologic condition.CN s for other combinations of conditions may be computed using figure 2-3 or 2-4. 3 CN s shown are equivalent to those of pasture.Composite CN s may be computed for other combinations of open space cover type. 4 Composite CN s for natural desert landscaping should be computed using figures 2-3 or 2-4 based on the impervious area percentage (CN=98)and the pervious area CN.The pervious area CN s are assumed equivalent to desert shrub in poor hydrologic condition. 5 Composite CN s to use for the design of temporary measures during grading and construction should be computed using figure 2-3 or 2-4 based on the degree of development(impervious area percentage)and the CN s for the newly graded pervious arms. ' (210-VI-TR-55,Second Ed.,June 19M) 2-5 ' Chapter 2 Estimating Runoff Technical Release 55 Urban Hydrology for Small Watersheds Table 2-2c Runoff curve numbers for other agricultural lands 1/ Curve numbers for --------------------------- Cover description ---------------------- ------- hydrologic soil group--------- Hydrologic Cover type condition A B C D Pasture,grassland,or range--continuous Poor 68 79 86 89 forage for grazing.V Fair 49 69 79 84 Good 39 61 74 80 Meadow—continuous grass,protected from — 30 58 71 78 grazing and generally mowed for hay. Brush—brush weed grass mixture with brush Poor 48 67 77 83 the major element Y Fair 35 56 70 77 Good 30 S 48 65 73 Woods—grass combination(orchard Poor 57 73 82 86 or try farm).N Fair 43 65 76 82 ' Good 32 58 72 79 Woods.ri Poor 45 66 77 83 Fair 36 60 73 79 ' Good 3ON 55 70 77 Farmsteads—buildings,lanes,driveways, — 59 74 82 86 and surrounding lots. ' r Average runoff condition,and L=0.2S. 2 Poor: <50I4 ground cover or heavily grazed with no mulch. Fair: 50 to 750/oground cover and not heavily grazed. ' Good: >751/oground cover and lightly or only occasionally grazed. 3 Poor: <50'�oground cover. Fair: 50 to 75Yoground cover. Good: >75%ground cover. 4 Actual curve number is less than 30;use CN=30 for runoff computations. 5 CN s shown were computed for areas with 509/6woods and 50%grass(pasture)cover.Other combinations of conditions may be computed from the CN s for woods and pasture. 6 Poor: Forest litter,small trees,and brash are destroyed by heavy grazing or regular burning. Fair: Woods are grazed but not burned,and some forest litter covers Hue soil. ' Good: Woods are protected fimn grazing,and litter and brush adequately cover the soil. ' (210-VI-TR-55,Second Ed.,June 1986) 2-7 a , e 3-1 Raq#mms coefficauft QAammg &A) for she flow S_ d n 9 1 Wm- 1-41, -orbam sofl) 0.011 FaRow (m rv4dw) aaaa+�s/�:u:�/�n:raitui:ar!!��u.racwaLiNir!■i�l::l:a�Li:�eLarl:� Puv-a in" sods: eLAow -L - ........ lL ii/ii3laz/:/�Ll:�alliE! ■: !i■3i•'"Man Emma L'a/.Bailall/iN MEMO Oman a imm-wo EM`04 Elm-on 0.41 4= jn ..e (natural Iw b xeby dM .. i, I s JS Me '* . rA a A � W � A APPENDIX E MC-3500 Technical Data 1 1 1 1 1 1 1 1 StormTech® Detention-Retention-Water Quality StormTech MC-3500 Chamber ' Designed to meet the most stringent industry performance standards for superior struc- tural integrity while providing designers with a cost-effective method to save valuable land and protect water resources. The StormTech system is designed primarily to be used under parking lots thus maximiz- ing land usage for commercial and municipal applications. ' StormTech MC-3500 Chamber(not to scale) StormTech MC-3500 End Cap(not to scale) Nominal Chamber Specifications Nominal End Cap Specifications 1 Size(L x W x H) 90"(2286 mm)x 77"(1956 mm)x 45"(1143 mm) Size(L x W x H) 25.7°(653 mm)x 75"(1905 mm)x 45"(1143 mm) Chamber Storage 109.9 ft3(3.11 m3) End Cap Storage 14.9 ft3(0.42 m3) Min.Installed Storage* 178.9 ft3(5.06 m3) Min.Installed Storage* 46.0 W(1.30 m3) ' Weight 134 Ibs(60.8 kg) Weight 49 Ibs(22.2 kg) This assumes a minimum of 12"(305 mm)of stone above,9"(229 mm)of stone below *This assumes a minimum of 12"(305mm)of stone above,9"(229 mm)of stone below,9"(229 mm) chambers, 9"(229 mm)of row spacing,and 40%stone porosity. row spacing,6"(152 mm)of stone perimeter,and 40%stone porosity. 1 Shipping 1 l 15 chambers/pallet f ,I dl 11 p 7 end caps/pallet I II II! L.. II 7 pallets/truck zzz" (564 mm)� 14 it 45.0" 45.0" (1143 mm) (1143 mm) 1 I ji1J II III Illi � , � , f , I I 90.0"(2286 mm) I- ,77.0"(1905 mm) -1 � 2 7- (6 1 � 86.0"(2184 mm)INSTALLED -�1 1 i ,l I 45. (1 m143 mm) 1 Storage Volume Per Chamber/End Cap ft3(m3) Amount of Stone Per Chamber ' Bare Chamber/End Cap and Stone Stone foundation Depth Unit Volume-Stone foundation ENGLISH Storage Depth in.(mm) tons fyd3f 9 in. 12 in. 15 in. 18 in. ft3(m3) 9(229) 12(305) 15(381) 18(457) MC-3500 9.1(6.4) 9.7(6.9) 10.4(7.3) 11.1(7.8) ' MC-3500 Chamber 109.9(3.11)178.9(5.06)184.0(521)189.2(5.36) 194.3(5.5) End Cap 4.1(2.9) 4.3(3.0) 4.5(3.2) 4.7(3.3)MErRIc k9{ml 229 mm 305 mm 381 mm 457 mm MC 3500 End Cap j 14.9(0.42) 46.0(1.33) 47.7(1.35) 49.4(1.40)51.1(1.45) MC-3500 8220(4.9) 8831(5.3) 9443(5.6) 10054(6.0) NOTE.Assumes 40%porosity for the stone plus the chambedend cap volume.End End Cap 3699(2.2) 3900(2.3) 4100(2.4) 4301(2.6) Cap volume assumes 6"(152mm)stone perimeter. NOTE Assumes 12"(305 mm)of stone above,and 9"(229 mm)row spacing,and 6" (152mm)of perimeter stone in front of end caps. Volume of Excavation Per ChamberlEnd Cap in yd3(nil) ' Stone foundation Depth in.(mm) 9(229) 12(305) 15(381) 18(457) MC-3500 12.4(9.5) 12.8(9.8) 13.3(10.2) 13.8(10.5) End Cap 4.1 (3.1) 4.2(3.2) 4.4(3.3) 4.5(3.5) NOTE.Assumes 9"(229 mm)of separation between chamber rows,6"(152 mm)of perimeter in front of end caps,and 24"(610 mm)of cover. The volume of excavation will vary as depth of cover increases. General Cross Section CHAMBERS SHALL MEET N F "STANDARD CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF SPECIFICATION FOR POLYPROPYLENE E(PP)P)CORRUGATED ASTM F 2787"STANDARD PRACTICE FOR STRUCTURAL WALL STORMWATER COLLECTION CHAMBERS" DESIGN OF THERMOPLASTIC CORRUGATED WALL MC-3500 CHAMBER STORMWATER COLLECTION CHAMBERS' ' NOMINAL 3t4-21NCH[19 mm-51 mm]CLEAN, CRUSHED,ANGULAR STONE COMPACTED FILL MATERIALS (AASHTO M43#3 STONE SIZES ALLOWED) NON-WOVEN GEOTEXTILE ALL PAVEMENT AROUND ANGULAR STONE - ZU :A 12"MIN. [305 mm] 24"[810 mm] 8.0'[2.4 m] MIN.` MAX. - 45"[1143 mm] 8"MIN ' -- : 1152 mm] - -_ I - - `9"[229 mm[MIN. L ' MC-3500 END CAP 9"[229 mm]MIN. 77" 12"[305 mm]MIN. [1956 mm] SUBGRADE SOILS ' NOTES: 1. THIS CROSS SECTION PROVIDES GENERAL INFORMATION FOR THE MC-3500 CHAMBER.STORMTECH MC-3500 CHAMBERS MUST BE DESIGNED AND INSTALLED IN ACCORDANCE WITH THE MC-3500 DESIGN MANUAL AND MC-3500 CONSTRUCTION GUIDE. 2. PROPERLY INSTALLED MC-3500 CHAMBERS PROVIDE THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR EARTH AND LIVE LOADS WITH CONSIDERATION FOR IMPACT AND MULTIPLE PRESENCES. ' 3. PERIMETER STONE MUST ALWAYS BE BROUGHT UP EVENLY WITH BACKFILL OF BED. PERIMETER STONE MUST EXTEND HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH STRAIGHT OR SLOPED SIDEWALLS. StormTech® Detention•Retention•Water Quality s`l division of 70 Inwood Road,Suite 3 I Rocky Hill I Connecticut 106067 ' 860.529,8188 1888.892.2694 I fax 866.328.8401 I fax 860-529-8040 I www.stormtech.com ADS"Terms and Conditions of Sale"are available on the ADS website,www.ads-pipe.com. Advanced Drainage Systems,the ADS logo,and the green stripe are registered trademarks of Advanced Drainage Systems. StormTech®is a registered trademark of StormTech,Inc The Green Building Council Member logo is a registered trademark of the U.S.Green Building Council. S150909 03/2014 Printed on recycled paper ©2014 Advanced Drainage Systems,Inc. A A •� W aA Map Unit Description:Haven and Enfield soils,3 to 8 percent slopes—State of Connecticut ONE BUCKLAND CENTER 1 State of Connecticut ' 3213—Haven and Enfield soils, 3 to 8 percent slopes Map Unit Setting ' National map unit symbol: 91ms Elevation: 0 to 1,200 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F ' Frost-free period. 140 to 185 days Farmland classification: All areas are prime farmland ' Map Unit Composition Haven and similar soils: 60 percent Entleld and similar soils: 25 percent Minor components: 15 percent Estimates are based on observations,descriptions,and transects of the mapunit. Description of Haven Setting Landform: Outwash plains,terraces ' Down-slope shape: Convex Across-slope shape: Linear Parent material: Coarse-loamy eolian deposits over sandy and ' gravelly glaciofluvial deposits derived from granite and/or schist and/or gneiss Typical profile ' Ap-0 to 7 inches: silt loam Bw1 - 7 to 14 inches: silt loam Bw2- 14 to 20 inches: silt loam BC-20 to 24 inches: fine sandy loam ' 2C-24 to 60 inches: stratified very gravelly sand to gravelly fine sand Properties and qualities Slope: 3 to 8 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low ' Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None ' Frequency of ponding: None Available water storage in profile: Low(about 5.1 inches) Interpretive groups ' Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: B ' usDA Natural Resources Web Soil Survey 9/18/2015 Conservation Service National Cooperative Soil Survey Page 1 of 3 Map Unit Description:Haven and Enfield soils,3 to 8 percent slopes—State of Connecticut ONE BUCKLAND CENTER Description of Enfield ' Setting Landform: Outwash plains,terraces Down-slope shape: Convex ' Across-slope shape: Linear Parent material. Coarse-silty eolian deposits over sandy and gravelly glaciofluvial deposits derived from granite and/or schist and/or gneiss ' Typical profile O-0 to 3 inches: slightly decomposed plant material O-3 to 4 inches: moderately decomposed plant material Ap-4 to 12 inches: silt loam Bw1 - 12 to 20 inches: silt loam Bw2-20 to 26 inches: silt loam Bw3-26 to 30 inches: silt loam 2C-30 to 37 inches: stratified coarse sand to very gravelly loamy sand 3C-37 to 65 inches: stratified very gravelly coarse sand to loamy sand Properties and qualities Slope: 3 to 8 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium ' Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate(about 6.6 inches) Interpretive groups ' Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: B Minor Components Agawam ' Percent of map unit. 4 percent Landform: Outwash plains,terraces Down-slope shape: Linear Across-slope shape: Linear ' Branford Percent of map unit. 3 percent Landform: Outwash plains,terraces Down-slope shape: Linear Across-slope shape: Linear ' usoA Natural Resources Web Soil Survey 9/18/2015 Conservation Service National Cooperative Soil Survey Page 2 of 3 i Map Unit Description:Haven and Enfield soils,3 to 8 percent slopes—State of Connecticut ONE BUCKLAND CENTER IUnnamed, gravelly surface Percent of map unit: 2 percent Tisbury Percent of map unit: 2 percent Landform: Outwash plains,terraces I Down-slope shape: Concave Across-slope shape: Linear Ninigret 1 Percent of map unit: 2 percent Landform: Outwash plains,terraces Down-slope shape: Linear I Across-slope shape: Concave Raypol Percent of map unit: 2 percent I Landform: Depressions, drainageways Down-slope shape: Concave Across-slope shape: Concave IData Source Information Soil Survey Area: State of Connecticut ISurvey Area Data: Version 13, Oct 28, 2014 I USDA I I I Natural Resources Web Soil Survey 9/18/2015 Conservation Service National Cooperative Soil Survey Page 3 of 3 I Hydraflow Storm Sewers Extension for AutoCAD® Civil 3D® 2013 Plan B-3 (DOUBLE TYPE 2) B-2 (DOUBLE TYPE 2) 2 3 Outfall Outfall Outfall 1 Project File: 1831 -PROPOSED.stm Number of lines:3 Date:11/19/2015 Storm Sewers v10.00 Storm Sewer Tabulation Pagel Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vell Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID coeff (I) flow full Line To Incr Total In cr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 17.000 0.03 0.03 0.68 0.02 0.02 6.0 6.0 5.7 0.12 5.10 0.95 12 1.47 149.25 149.50 150.23 149.64 154.00 158.50 CB-1 to INFILTRA 2 End 12.000 0.46 0.46 0.82 0.38 0.38 6.0 6.0 5.7 2.15 6.07 2.74 12 2.08 149.25 149.50 150.48 150.50 154.00 156.00 CB-2 to Infiltrators 3 End 18.000 0.43 0.43 0.84 0.36 0.36 6.0 6.0 5.7 2.06 4.96 2.62 12 1.39 149.25 149.50 150.48 150.50 154.00 156.00 CB-3 to INFILTRA Project File: 1831 -PROPOSED.stm Number of lines:3 Run Date: 11/19/2015 NOTES:Intensity=54.74/(Inlet time+10.80)^0.80 ; Return period=Yrs.10 ; c=cir e=ellip b=box Storm Sewers A 0.00 Inlet Report Pagel Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp No CIA carry capt Byp Type Line Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No (cfs) (cfs) (cfs) (cfs) (in) (ft) (sgft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in) 1 CB-1 0.12 0.00 0.12 0.00 Comb 4.0 2.31 3.12 2.31 1.35 ag 12.00 0.034 0.034 0.013 0.06 1.85 0.15 1.85 1.0 Off 2 CB-2(DOUBLE T 2.15 0.00 2.15 0.00 Comb 4.0 4.62 6.24 4.62 1.35 Sag 12.00 0.060 0.060 0.013 0.25 4.23 0.34 4.23 1.0 Off 3 CB-3(DOUBLE T 2.06 0.00 2.06 0.00 Comb 4.0 4.62 6.24 4.62 1.35 Sag 12.00 0.050 0.050 0.013 0.24 4.82 0.32 4.82 1.0 Off Project File: 1831 -PROPOSED.stm Number of lines:3 Run Date: 11/19/2015 NOTES: Inlet N-Values=0.016; Intensity=54.74/(Inlet time+10.80)^0.80; Return period=10 Yrs. ; *Indicates Known Q added. All curb inlets are Horiz throat. Storm Sewers A 0.00 APPENDIX ' Srormeeplur Sizing Report 1 1 1 1 1 1 1 1 Stormceptor" 1 Stormceptor Design Summary ' PCSWMM for Stormceptor Project Information Rainfall , Date 9/27/2015 Name HARTFORD WSO AIRPORT Project Name One Buckland Center State CT Project Number 1831 ' Location 1 buckland Road ID 3456 Years of Records 1954 to 2005 Designer Information Company Design Professionals Latitude 41°56'17"N ' Contact Daniel Jameson Longitude 72'40'57"W Notes Water Quality Objective N/A TSS Removal(%) 80 ' Drainage Area Upstream Storage , Total Area(ac) 1.4 Storage Discharge Imperviousness(%) 60 (a0ft) ( 0S) 0 0 'The Stormceptor System model STC 900 achieves the water quality objective removing 86%TSS for a Fine (organics,silts and sand)particle size distribution. Stormceptor Sizing Summary Stormceptor Model TSS Removal ' STC 450i 78 , STC 1200 86 STC 1800 86 STC 2400 89 ' STC 3600 90 STC 4800 92 STC 6000 92 STC 7200 93 ' STC 11000 95 STC 13000 95 STC 16000 96 Stormceptor Design Summary- 112 ' MATERIALS- Stormceptor® Particle Size Distribution ' Removing silt particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavy , metals that adhere to fine particles, are not discharged into our natural water courses. The table below lists the particle size distribution used to define the annual TSS removal. Fine(or-cianics, silts and sand ' Particle Size Distribution Specific Settling Particle Size Distribution Specific Settling Gravity Velocity Gravity Velocity m % ftfs prin % ftfs 20 20 1.3 0.0013 , 60 20 1.8 0.0051 150 20 2.2 0.0354 400 20 2.65 0.2123 2000 20 2.65 0.9417 ' Stormceptor Design Notes ' • Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor. • Design estimates listed are only representative of specific project requirements based on total suspended ' solids(TSS)removal. • Only the STC 450i is adaptable to function with a catch basin inlet and/or inline pipes. • Only the Stormceptor models STC 450i to STC 7200 may accommodate multiple inlet pipes. , • Inlet and outlet invert elevation differences are as follows.. Inlet and Outlet Pipe Invert Elevations Differences Inlet Pipe Configuration STC 450i STC 900 to STC STC 11000 to ' 7200 STC 16000 Single inlet pipe 3 in. 1 in. 3 in. Multiple inlet pipes 3 in. 3 in. Only one inlet pipe. , • Design estimates are based on stable site conditions only, after construction is completed. • Design estimates assume that the storm drain is not submerged during zero flows. For submerged applications, please contact your local Stormceptor representative. ' • Design estimates may be modified for specific spills controls. Please contact your local Stormceptor representative for further assistance. • For pricing inquiries or assistance, please contact Rinker Materials 1 (800)909-7763 ' www.rinkerstormceptor.com Stormceptor Design Summary-2/2 NM. ATERIALS- APPENDIX I ' Smith Street Capacity Check , 1 1 1 1 1 Hydraflow Storm Sewers Extension for AutoCADQ Civil 3D® 2013 Plan 1 CB SS-5 2 CB SS-4 4 CB SS-2 g DMH all -- —i 3 5 CB SS-3 CB SS-1 Project File: 1831 -Smith Street Analysis.stm Number of lines:6 Date:11/19l2015 Storm Sewers00.00 Storm Sewer Tabulation Pagel Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (°10) (ft) (ft) (ft) (ft) (ft) (ft) 1 End 33.549 0.37 1.30 0.29 0.11 0.45 10.0 10.7 5.9 15.95 26.68 11.90 18 4.62 118.26 119.81 119.15 121.23 118.26 125.38 CB SS-5 to S.STR 2 1 170.000 0.44 0.93 0.30 0.13 0.34 10.0 10.4 6.0 15.33 14.53 9.09 18 1.37 119.92 122.25 121.24 123.66 125.38 127.57 CB SS-4 to CB S 3 2 23.000 0.06 0.06 0.90 0.05 0.05 5.0 5.0 7.2 0.39 5.04 2.04 12 1.43 123.32 123.65 123.66 123.91 127.57 127.31 CB SS-3 to CB S 4 2 201.000 0.43 0.43 0.36 0.15 0.15 10.0 10.0 6.0 14.24 22.35 8.35 18 3.24 122.28 128.80 123.66 130.19 127.57 134.70 CB SS-2 to CB S 5 4 22.000 0.00 0.00 0.00 0.00 0.00 8.0 8.0 0.0 0.81 12.71 4.32 15 2.77 130.30 130.91 130.51 131.26 134.70 135.01 CB SS-1 to CB S 6 4 206.000 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 12.49 35.17 7.63 18 8.03 128.90 145.44 130.19 146.77 134.70 156.04 DMH to CB SS-2 Project File: 1831 -Smith Street Analysis.stm Number of lines:6 Run Date: 11/19/2015 NOTES:Intensity=88.241(Inlet time+15.50)A 0.83 ; Return period=Yrs.10 ; c=cir e=ellip b=box Storm Sewers A 0.00 SC'N N Sf4 U TDWIIZ, VI S_V1� ?d 9 � 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 oiRt-CO TELEPHONE(860) 644-2511 November 23, 2015 Peter DeMallie Design Professionals, Inc. P.O. Box 1167 South Windsor, CT 06074 Dear Mr. DeMallie: Re: Appl. 15-48P, One Buckland Center - request for a site plan of development approval for two commercial buildings totaling 17,853 sf, on property located southerly of Smith Street, on the westerly side of Buckland Road at the Manchester town line, RC zone Please be advised that the above referenced matter has been scheduled on the Planning 8s Zoning Commission Regular Meeting agenda for Tuesday, December 8, 2015 in the Madden Room of the South Windsor Town Hall, 1540 Sullivan Avenue. The Regular Meeting will follow the Public Hearing which begins at 7:30 p.m. Someone must be present at the meeting to represent the application. Two signs advertising the meeting must be posted on the property for ten (10) consecutive days prior to the meeting and must be clearly visible from a town street. The signs must be posted on Buckland Road and Smith Street by Friday, November 27, 2015. Signs can be obtained in the Planning Department, Monday through Friday, 8:00 a.m. - 4:30 p.m. If you have any questions regarding this letter, please call 860-644- 2511, Ext 253. Sincerely, Lauren Zarambo Administrative Secretary SpW N Sf4 O �i w� 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 r�dsox•co TELEPHONE (860) 644 2511 Certified #70142120000332142507 December 8, 2015 Peter DeMallie Design Professionals, Inc. 21 Jeffrey Drive South Windsor, CT 06074 RE: Appl. #15-48P—Scott Leonard, One Buckland Center, 1 &25 Buckland Rd Dear Mr. DeMallie: At the December 2, 2015 regular meeting, the Inland Wetlands Agency/Conservation Commission approved Appl. #15-48P—Scott Leonard— 110 Lavender Lane, Rocky Hill, CT-Conservation Commission application for erosion and sediment control site plan associated with a commercial development located at One Buckland Center, 1 and 25 Buckland Road in South Windsor, located westerly of Buckland Road and southerly of Smith Street, Restricted Commercial 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 December 2, 2020. It is the landowner(s)/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$25,000 to ensure proper placement and maintenance of erosion and sediment controls on the site during construction. 5. Changes necessary to address comments and concerns of the Town Engineer shall be noted on the plans and shall be reviewed and approved by town staff. 6. Plan shall include a de-watering plan. 7. The slope shall be maintained to prevent growth of woody vegetation and be shown on the plan. .8. A maintenance plan shall be developed for control of the woolly adelgid on the Hemlock plantings. 9. Geotechnical engineer shall monitor progress of the fill. 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, INLAND WETLANDS AGENCY/CONSERVATION COMMISSION Elizabeth A Warren, Chairperson cc: Director of Planning Chief Building Official ALTER PEARSON, LLC ATTORNEYS AT LAW Peter Jay Alter 7oi Hebron Avenue palterCalterpearson.com P O.Box 1530 Glastonbury,CT o6033 86o.652.4020 TELEPHONE 86o.652.4022 FACSIMILE December 8, 2015 Michele Lipe,AICP, Director of Planning South Windsor Planning and Zoning Commission South Windsor Town Hall 1540 Sullivan Ave South Windsor, CT 06074 Via U.S. Mail and Email Reference: Pending Application,Scott Leonard Commercial Development 1,9,15 Buckland Road and 395 Smith Street Dear Ms. Lipe: This will confirm that this firm represents the applicant/owner of the above-referenced property with respect to the above-referenced application presently pending before the South Windsor Planning & Zoning Commission ("Commission"). I have advised you that we have not yet completed the plan revisions to be made in response to the comments from the town engineer and therefore we are not ready to proceed with the public hearing with respect to the application pending before the Commission. My client has authorized me to agree to an extension of the statutory time period for the commencement of the public hearing before the Commission. At the present time we expect that hearing c•."i.nn'c:i_` ., '&,,;: 'Jmn.i.`�iseor a meeting C:tina Gf.,x3niiury 12, wlU. ,.his rxcc.nawn. i:, grulit..d :it accordance with the statutory provisions for such extensions. Thank you for your cooperation and consideration in this matter. Best regards. Yours truly, Peterdayter,Attorney for Scott Leonard, duly authorized i Cc: Scott Leonard,via email only Design Professionals,via email only Page 1 of 4 .. y Lipe, Michele From: Daniel Jameson [DJameson@designprofessionalsinc.com] Sent: Thursday, December 10, 2015 4:32 PM To: Lipe, Michele; Doolittle, Jeffrey Cc: Ben Wheeler; Andy Krar; Peter DeMallie; Peter Alter; Scott L Subject: RE: One Buckland Center App 15-48P Hello Michele, We believe the four feet area provided at the back of the retaining wall will be sufficient to maintain/repair the wall if necessary.A standard platform lift is only 29" inches wide and would be able to access all back potions of the wall abutting the west property line. For the south facing portion of the retaining wall,grading will be revised to provide a flat foundation for lift access.The north facing portion of the wall can be accessed from the Smith Street right away. I hope this resolves your concerns. Regards, Daniel Jameson, EIT Project Engineer Design Professionals, Inc. CIVIL&TRAFFIC ENGINEERS/PLANNERS/SURVEYORS/GIS/LANDSCAPE ARCHITECTS Serving Connecticut,Massachusetts, &Rhode Island P.O.Box 1167 860.291.8755 phone 21 Jeffrey Drive 860.291.8757 fax South Windsor,CT 06074 www.designt)rofessionalsinc.com CONFIDENTIALITY NOTICE: This e-mail message is intended only for the person or entity to which it is addressed and may contain confidential and/or privileged material.Any unauthorized review;use,disclosure or distribution is prohibited.If you are not the intended recipient,please contact the sender by reply e-mail and destroy all copies of the original message. From: Lipe, Michele [mailto:Michele.Lipe@southwindsor.org] Sent:Thursday, December 10, 2015 2:53 PM To: Daniel Jameson<DJa meson @designprofessionalsinc.com>; Doolittle,Jeffrey <Jeffrey.Doolittle @southwindsor.org> Cc: Ben Wheeler<BWheeler@designprofessionalsinc.com>;Andy Krar<AKrar@ design profession alsinc.com>; Peter DeMallie<PDeMaIIie@designprofessionalsinc.com>; Peter Alter<palter@alterpearson.com>; Scott L <scottleonard 1@yahoo.com> Subject: RE: One Buckland Center App 15-48P One additional item we discussed in the conference call: Has any more thought been given to whether or not four feet is adequate to inspected/repair within the wall as may be needed overtime? Thanks, Michele Michele R. Lipe, AICP Director of Planning Town of South Windsor 12/11/2015 Page 3 of 4 9. The following note was added to A-2 and A-4 of our plan set: "Engineered concrete foundation/retaining wall to be smooth formed-finished concrete (no pigmented admixtures) with grout cleaned-rubbed finish". See attached. 10. Traffic plan will be resubmitted with PE stamp Should you have any questions or require any additional information. Please feel free to contact our office. Sincerely, Daniel Jameson, EIT Project Engineer Design Professionals, Inc. CIVIL&TRAFFIC ENGINEERS/PLANNERS/SURVEYORS/GIS/LANDSCAPE ARCHITECTS Serving Connecticut,Massachusetts,&Rhode!stand P.O.Box 1167 860.291.8755 phone 21 Jeffrey Drive 860.291.8757 fax South Windsor,CT 06074 www.designprofessionalsinc.com CONFIDENTIALITY NOTICE: This e-mail message is intended only for the person or entity to which it is addressed and may contain confidential and/or privileged material.Any unauthorized review,use.disclosure or distribution is prohibited.If you are not the intended recipient,please contact the sender by reply e-mail and destroy all copies of the original message. ------------ From: Doolittle,Jeffrey[mailto:JeffreV.Doolittle@southwindsor.org] Sent: Friday, December 04, 2015 6:17 PM To: Daniel Jameson<DJa meson @designprofessionalsinc.com>;Andy Krar<AKrar@designprofessionalsinc.com> Cc: Ben Wheeler<BWheeler@designprofessionalsinc.com>; Lipe, Michele<Michele.Lipe@southwindsor.org> Subject:One Buckland Center App 15-48P Daniel, I have reviewed the revised plans and reports for the above application and have the following questions/comments: 1. It is not clear how stormwater will be diverted to the temporary sedimentation basin during construction as no inlet to the temporary sedimentation basin is shown. Also, there is no outlet from the temporary sedimentation basin shown. More details are needed for the temporary stormwater system. 2. The construction sequence needs to include the large amount of filling needed on site and this needs to be coordinated with the wall construction so the slope stays stale 3. The stormceptor unit is shown on the outlet side of the stormtech units. Any storm water treatment units should be before the inlet to the stormtech units to capture sediment and hydrocarbons before these get into the storm tech units. 4. Where will the water go after it discharges from the underdrain pipes through the wall toward the west? More contours or details are needed on the plans to clarify this. If the water goes offsite, a right to drain may be needed. 5. 1 did not see any calculations for the size or number of stormtech units needed for this site. Also these need to be labeled and a number or dimensions show on the plans. 6. Move the 4 ft chain linc fence to the top of the slope near the parking lot and driveway. 7. 1 did not see discharge point 1 or 2 on the existing conditions drainage map. Also, all the existing drainage pipes and structures on Smith Street from this site to the outfall need to be shown on a map. 8. The storm drainage system analysis for Smith Street in Appendix I needs to be clarified. It is not clear where the flow numbers from the proposed development into the Smith Street drainage system come from. Where is the data for the existing drainage conditions on Smith Street? More information is needed on the impacts of the proposed development on the Smith Street drainage system. 12/11/2015 "VIM Sf4 V O-P slc� ?&U&Iolt w° 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 SOR•c� TELEPHONE (860) 644-2511 December 22, 2015 Peter DeMallie Design Professionals, Inc. P.O. Box 1167 South Windsor, CT 06074 Dear Mr. DeMallie: Re: Appl. 15-48P, One Buckland Center - request for a site plan of development approval for two commercial buildings totaling 17,853 sf, on property located southerly of Smith Street, on the westerly side of Buckland Road at the Manchester town line, RC zone Please be advised that the above referenced matter has been scheduled on the Planning & Zoning Commission Regular Meeting agenda for Tuesday, January 12, 2016 in the Madden:::-Room of the South Windsor Town Hall, 1540 Sullivan Avenue. The Regular Meeting, will follow the Public Hearing which begins at 7:30 p.m. Someone must be present at the meeting to represent the application. Two signs advertising the meeting must be posted on the property for ten (10) consecutive days prior to the meeting and must be clearly visible from a town street. The signs must be posted on Buckland Road and Smith Street by Friday, December 31, 2015. Signs can be obtained in the Planning Department, Monday through Friday, 8:00 a.m. - 4:30 p.m. If you have any questions regarding this letter, please call 860-644- 2511, Ext 253. Sincerely, Lauren Zaram o Administrative Secretary P.O.BOX 1167 21 JEFFREY DRIVE 41111% n SOUTH wINDSOR,Cr 06074 PHONE:860.291.8755 � FAX:860.291.8757 www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS I PLANNERS / SURVEYORS / GIS ANALYSTS / LANDSCAPE ARCHITECTS Serving Connecticut, Massachusetts, *Rhode/s/and • • • • LETTER OF TRANSMITTAL To: Jeff Doolittle Date: 12/22/2015 DPI Project No. 1831 Town Engineer Re: One Buckland Center Town of South Windsor 1 &25 Buckland Road WE ARE SENDING YOU: ® Attached• El Under separate cover via the following items: ❑ Shop Drawings ® Prints ❑ Renderings ❑ Specifications : ❑ Copy of Letter ❑ Change Order ❑ • • • • COPIES "DATE NO. DESCRIPTION • 1 12/22/15 Response To Comments 1 12/22/15 Site Plan Set 1 12/22/15 Storm Drainage Report : • These are transmitted as checked below: ❑ For Approval ❑ No exceptions taken ❑ Resubmit copies for approval ❑ For your use ❑ Make corrections ❑ Submit copies for distribution ❑ As requested ❑ Revise and Submit ❑ Return corrected prints review an• ® For revid comment ❑ For bids due • ❑ Prints returned after loan to us REMARKS: • � s' RECEIVED r \J DEC 222015 r� SOUTH WINDSOR PLANNING DEPT. : SIGNED: Daniel H.Jame , E.I.T. : P.O.BOX 1167 21 JEFFREY DRIVE SOUTH VANDSOR,Cr 06074 PHONE:860.291.8755 WWI FAX:8onalsi .8757 c.com wrww.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS/ PLANNERS /SURVEYORS /GIS ANALYSTS / LANDSCAPE ARCHITECTS Serving Connecticut, Massachusetts, *Rhode Island • • LETTER OF TRANSMITTAL To: Michele Lipe Date: 1/6/2016 DPI Project No. 1831 Town Planner Re: One Buckland Center Town of South Windsor 1 &25 Buckland Road VVE ARE SENDING YOU: ® Attached ❑ Under separate cover via the following items: ❑ Shop Drawings ® Prints ❑ Renderings ❑ Specifications ❑ Copy of Letter ❑ Change Order ❑ • COPIES DATE NO. DESCRIPTION 13 11/12/15 Stamped Traffic These are transmitted as checked below: ❑ For Approval ❑ No exceptions taken ❑ Resubmit copies for approval • ❑ For your use ❑ Make corrections ❑ Submit copies for distribution ® As requested ❑ Revise and Submit ❑ Return corrected prints ❑ For review and comment ❑ Forbids due ❑ Prints returned after loan to us REMARKS: • ' NINGDEP�• �•I,H�NggpRP1AN SIGNED: Daniel H.Jameson, E.I.T. ALTER PEARSON, LLc ATTORNEYS AT LAW PeterJay Alter 7oz Hebron Avenue palterCafterpearson.com P.O.Box I530 Glastonbury,CT o6033 86o.652.4020 TELEPHONE 86o.652.4022 FACSIMILE January 12, 2016 Michele Lipe,AICP, Director of Planning South Windsor Planning and Zoning Commission South Windsor Town Hall 1540 Sullivan Ave South Windsor, CT 06074 Via hand-Delivery Reference: Pending Application, Scott Leonard Commercial Development 1,9,15 Buckland Road and 395 Smith Street Dear Ms. Lipe: This will confirm that this firm represents the applicant/owner of the above-referenced property with respect to the above-referenced application presently pending before the South Windsor Planning & Zoning Commission ("Commission"). Due to inclement weather, the Commission was forced to cancel its meeting of January 12, 2016. My client has authorized me to agree to an extension of the statutory time period for the commencement of the public hearing before the Commission. At the present time we expect that hearing to commence at the Commission's meeting of January 26, 2016. This extension is granted in accordance with the statutory provisions for such extensions. Thank you for your cooperation and consideration in this matter. Best regards. Yours truly, Peter ry),ter,Attorney for Scott Leonard, duly authorized F Cc: Scott Leonard,via email only Design Professionals,via email only Appl #15-48P, One Buckland Plaza Site Plan 12/8/15 Planning Department Report 1. Request for site plan approval for two commercial buildings located on an 1.59 ac. property on the westerly side of Buckland Road, at the Manchester town line, Restricted Commercial zone. _t6s PIP}`1 vA-1 " z0--,td KC t A A00 2. The retail buildings are proposed to be 10,472 sf and 7,381 sf respectivley. There will be one access point, a right in, right out entrance along Buckland Road. The current turning lane into the Plaza at Buckland Hills will be extended south and will have a lane taper into this site. 3. Maximum impervious coverage allowed is 60%; 59.9% shown. Additional perivous areas are shown in the dumpster area on the southerly end of the site. Proposed building height is 27 feet; 45 feet allowed. Frontage is 210 feet; minimum allowed is 100 feet. Front yard setback is 25 feet along Buckland Road and 10 feet along Smith Street, 65 feet required. The applicant received a variance from the ZBA on April 9 to reduce these setbacks to 25 and 10 respectively. A condition placed on the variance was that there shall be no permanent or construction vehicle access, nor any pedestrian access from Smith Street directly to the site. 4. There is an existing sidewalk along Buckland Road in front for this property that will be relocated with the widening of the roadway. 5. The parking requirements based on the individual uses is 87 spaces; 87 spaces have been provided. The applicant's parking spaces that are 9' X 18' in size and they are proposing to add double stripes between the spaces (similar to what was done at Stop and Shop and Evergreen Walk). A fieldstone wall on both sides of the entrance drive in the front of the parking area is proposed to delineate the edge of the parking area and the sidewalk. 6. There is a buffer requirement of 50' along the westerly boundary of the site. The applicant is proposing to put up a significant retaining wall that will be planted at a two to one slope. A cross section of the buffer has been provided on LS-2. 7. Public water is available in Buckland Road; the current plan is for an on-site septic system. The applicant has indicated that the use of these building will be limited to retail because of the septic and the parking demands of a restaurant. 8. The site lighting will consist of eight poles, 25 feet in height along the westerly boundary and 18 feet high closer to Buckland Road. Shields will be placed on the lights along the westerly property boundary to help mitigate light shining i into the residential property to the west. Would the applicant consider dimming the lights closest to the residential area? 9. The Architecture Design Review Committee reviewed the overall plans on November 5 including the specific materials and colors to be used. Overall, they were pleased with the "New England" architecture and color palette proposed. 10.The applicant is proposing a monument sign in the front of the property that will have a fieldstone base as well as building signage. A design of the sign has been submitted. 11.There are no regulated wetlands on site. The applicant received conservation plan approval on December 2 with a $25,000 bond for erosion & sediment control and installation, requirement for a dewatering plan, maintenance plan to prevent wood growth on the slope and the requirement of a geotechnical engineer to monitor the progress of the fill. 12.The Fire Marshal and Fire Chief has reviewed the plans and is satisfied with the layout. 13.There is one proposed dumpster at the southern end of the parking lot, shown on concrete pads and screened. 14.If this application is approved, the planning department has no additional comments to request. 2 P.O.BOX 1167 21 JEFFREY DRIVE SOUTH WINDSOR,CT 06074 PHONE:860.291.8755 WSW FAX:8onalsi .8757 .corn vwvw.des ign professionalsi nc.com CIVIL A TRAFFIC ENGINEERS / PLANNERS / SURVEYORS / GIS ANALYSTS / LANDSCAPE ARCHITECTS Serving Connecticut, Massachusetts, *Rhode Island • • LETTER OF TRANSMITTAL To: Michele Lipe Date: 1/12/2016 DPI Project No. 1831 Director of Planning Re: One Buckland Center Town of South Windsor 1 &25 Buckland Road • WE ARE SENDING YOU: ® Attached ❑ Under separate cover via the following items: ❑ Shop Drawings ® Prints ❑ Renderings ❑ Specifications • ❑ Copy of Letter ❑ Change Order ❑ • COPIES DATE NO. DESCRIPTION 7 1/12/16 Plan Sets 1 /1 /116 Storm Drainage Report • These are transmitted as checked below: ® For Approval ❑ No exceptions taken ❑ Resubmit copies for approval • ❑ For your use ❑ Make corrections ❑ Submit copies for distribution ❑ As requested ❑ Revise and Submit ❑ Return corrected prints ❑ For review and comment ❑ Forbids due ❑ Prints returned after loan to us REMARKS: • • jAll Z016 SOUTH WINDSOR PLANNING DEFT. SIGNED: - Daniel H. James . .T. OWN 8F4� CO) Tlov O-Psou� ?()& w� 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 f�OSOR-0 TELEPHONE (860) 644-2511 CERTIFIED MAIL 7011 1570 0000 63371808 January 29, 2016 Scott Leonard c/o Peter DeMallie Design Professionals,Inc. 21 Jeffrey Drive South Windsor, CT 06074 Dear Mr. Leonard: Re: Appl. 15-48P, One Buckland Center We are pleased to advise you that the Planning & Zoning Commission voted on January 26, 2016 to approve with modifications the above referenced application for a Site Plan of Development. This approval is for One Buckland Center for two commercial buildings totaling 17,853 sf, on property located southerly of Smith Street, on the westerly side of Buckland Road at the Manchester town line, RC zone, as shown on plans prepared by Design Professionals,Inc., project # 1831 dated September 28, 2015 as revised. This approval is subject to the following modifications: 1. Prior to commencement of any site work, a meeting must be held with Town Staff. 2. No building permit will be issued until the final mylars have been filed in the Town Clerk's office. 3. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission, including bonds in the amount of$25,000 to ensure proper placement and maintenance of erosion and sedimentation measures during construction. 4. A landscape bond in the amount of$10,000 is required and must be submitted prior to the issuance of a certificate of occupancy if work is not completed. 5. All bonds must be in one of the forms described in the enclosed Bond Policy. 6. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 9.1.3 of the Zoning Regulations. 7. All plans used in the field by the-developer must bear the stamp and authorized signature of the Town of South Windsor. 8. Septic system and/or private well final design(s)must be submitted to and approved by the Environmental Health Officer prior to filing of mylars and issuance of building permits. 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. Engineering comments dated 12/4/15 must be incorporated into the final plans. 14.No construction vehicles are allowed to be parked on Smith Street. Black and white transparent mylars of the Cover Page and Sheet# LA-1 with the above modifications, together with three blueprint copies of the entire set of plans with live signatures and raised seals (including architectural elevations and landscaping plans) must be submitted to this Commission to be stamped and signed. The letters of approval of this Commission as well as the Inland Wetlands Agency/Conservation Commission and the Water Pollution Control Authority 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. Sincerely, Bart Pacekonis,Acting Chairman Planning and Zoning Commission BP/llz cc: Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal Peter Alter, Alter&Pearson,LLC P.O.BOX 1167 21 JEFFREY DRIVE SOUTH WINDSOR,CT 06074 PHONE:860.291.8755 FAX:860.291.8757 www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / PLANNERS / SURVEYORS / GIS ANALYSTS / LANDSCAPE ARCHITECTS Serving Connecticut, Massachusetts, *Rhode/eland • LETTER OF TRANSMITTAL To: Michele Lipe Date: 3/7/2016 DPI Project No. 1831 Director of Planning Re: One Buckland Center Town of South Windsor 1 &25 Buckland Road : WE ARE SENDING YOU: ❑ Attached ❑ Under separate cover via the following items: ❑ Shop Drawings ® Prints ❑ Renderings ❑ Specifications ❑ Copy of Letter ❑ Change Order ❑ ' COPIES DATE NO. DESCRIPTION 02/10/2016 Site Plan set 3 02/10/2016 Mylar Sheets: Cover,App-1, LA-1 : These are transmitted as checked below: : ® For Approval ❑ No exceptions taken ❑ Resubmit copies for approval ❑ For your use ❑ Make corrections ❑ Submit copies for distribution ❑ As requested ❑ Revise and Submit ❑ Return corrected prints ❑ For review and comment ❑ Forbids due ❑ Prints returned after loan to us REMARKS: : RECEIVED : • SIGNED: MAR Q 7 Z016 : Dante/H.Ja E.I.T. SOUTH WINDSOR pLANNIN�DEFT. BOND TRANSMITTAL DATE: March 21, 2016 APPLICANT NAME Scott W. Leonard ADDRESS 110 Lavender Lane Rocky Hill, CT 06067 PROJECT LOCATION/ADDRESS LOT One Buckland Center SUBDIVISION P&Z OR IWA/CC APPLICATION NUMBER 15-48P AMOUNT OF BOND $ 10,000 Landscape Bond $ 25,000 Erosion & Sedimentation Bond CHECK NUMBERS $10K Landscape #0001628251 $25K E&S #0001628225 DEPARTMENT PLANNING SUBMITTED BY Lauren Zarambo 3/21/16 NAME DATE PROCESSED BY FINANCE NAME v� J� DATE SUB ACCOUNT NUMBER MUNIS APPLICATION 201501368 WAPlanning Admin\PZC\Bonds\2016 Bonds\l5-48P OneBucklandCenter Bond Transmittal.doc PAYMENT SUMMARY RECEIPT TOWN OF SOUTH WINDSOR 1540 SULLIVAN AVENUE SOUTH WINDSOR CT 06074 DATE: 03/21/16 CUSTOMER#: 000000000 TIME: 15:28 CLERK: laurenlz RECPT#: 20849257 PREV BAL: TP/YR: MS/2016 AMT PAID: 35000.00 BILL: ADJSTMNT: EFF DT: 03/21/16 BAL DUE: PERMITS/INSP PAYMENT -----------------TOTALS----------------- PRINCIPAL PAID: 35000.00 INTEREST PAID: .00 ADJUSTMENTS: .00 DISC TAKEN: 00 AMT TENDERED: 35000.00 AMT APPLIED: 35000.00 CHANGE: .00 PAID BY: SCOTT W LEONARD PAYMENT METH: MULTIPLE PAYMENT REF: SAWN Sf, 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 soR-CO TELEPHONE (860) 644-2511 April 28,2016 Scott Leonard One Buckland Center 110 Lavender Lane Rocky Hill, CT 06067 Dear Mr. Leonard: Re: Preconstruction Meeting for Appl. 15-48P, One Buckland Center IN ATTENDANCE Name Company E-MAIL Phone number Michele R. Lie SW Planning michele.li e southwindsor.or 644-2511 x252 Jeffrey Folger SW Planning "effre .fol er southwindsor.or J 644-2511 x229 Jeffrey Doolittle SW Engineering 'effre .doolittle southwindsor.or 644-2511 x245 Bernie Drabek SW Engineering bernard.drabekr&southwindsor.or 644-2511 x241 Walter Summers SW Fire Marshal walter.summers@southwindsor.org 644-2511 x217 Christopher Duchesne SW Police Dept. christo her.duchesne@southwindsor.or 860=648-6273 Scott Leonard One Buckland scottleonard I gyahoo.com 860-550-2323 Center Jim Bernardino Design ibemardinogdpinc com 860-291-8755 Professionals Inc Jerry Wilcox Wilcox Excavating wilcoxexc(2aol.com 860-644-8534 & Construction Inc 1 860-202-8102 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 Buckland Road. 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 (Road Name) 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. A street cut permit is needed from the Town of South Windsor for work on Smith Street and a street cut permit is needed for the driveway and work on Buckland Road 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 may 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. 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 Gerald Wilcox in the field at cell phone 860-202-8102. 12. All filling to be done in accordance with Department of Transportation specifications. To be compacted in maximum lifts and tested as necessary. 13. Job meetings will be held as needed, and can be called by the developer or Town. 14. Seventy-two (72) hours' notice needed for certificate of occupancy inspection and a $35 C.O. inspection fee is due at that time. 15. 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. 16.Normal hours of operation 7:00 a.m.—5:00 p.m.,no work on Sunday. 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. For concrete sidewalks, 8" depth with reinforcements is required at driveway crossing. If the sidewalk is constructed before lot development, the locations must be indicated on the as-built plans. If a proposed driveway location is moved, the sidewalk must be removed to the nearest expansion joint and rebuilt to the proper depth with reinforcement. 20. 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. 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 l. 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 yoi fir$ Michele R. Li7b, AICP Director of Planning MRL/llz Cc: Jeffrey Doolittle, Town Engineer Bernie Drabek, Engineering Inspector Michael Gantick, Public Works Christopher Dougan, Chief Building Official Fred Shaw, Superintendent of Pollution Control Walter Summers, Fire Marshal Utilities PRECONSTRUCTION MEETING SIGN-IN SHEET -----PLEASE Print Clearly or- (-Ao 6(00 -zs:i I • %IS VGj�✓ sw po s 'ILI-ITS3c 5coll t- ac,7j 0 pV ollk 17 r t6 - �bF P.O.Box 1167' 21JEFFREY DRIVE SOU 14 wiNMOR,CT 06074 PHONE;$60.2914755 FAX:850.291.8757 www deslgnprofessionaisinc.corn y CIVIL S TRAFFIC ENGINEERS i PLANNERS /SURVEYORS i GIS ANALYSTS I LANDSCAPE ARCHITECTS Serv{n�G'antaa�trcut. Ma,•saclsnsct8s; #�ihrds Jslard • • • May 3,2Q 16 • • • s • s r • .' Dear Property Owner: s • Re, Scut Leonard Property 1,9, 15 Buckland Road and 395 Smith Street,'South Windsor,CT,06074 We are writing to inforin you that Scutt Leonard and his contactors will begirt work on the subject property on Monday May 9, 2016. It is expected that the first two days will R involve the delivery and unloading of construction equipment to the site. For safety reasons, equipment will be unloaded and delivered from Smith Street. After the initial unloading of equipment,a construction access will be established from Buckland Road, thus eliminating the need for additional construction vehicle activity on Smith Street.. We hope to progress the.construction of the site as expeditiously as possible to limit any potential construction impact that the neighborhood may experience during this time. Sin • DESIGN PROFE SIONAL , B James A Bernardino, Director of Engineering • • • • c • G:1OW1831JWc$kC0N5UUCTi0Nli831 itr-abutter-startrlf consttuctfdq.dac a Abutting Property Owners Scott W. Leonard Buckland Road& Smith Street South Windsor, Connecticut DPI Project No. 03-1831 Map/Lot No. Property Owner Address 18/2 Evergreen Walk, LLC 555 Main St. Manchester, CT 06040 18/3 Northern Hills, LLC 231 Central Ave. White Plains,NY 10606 18/6 Lowe's Home Centers, Inc. P.O. Box 1111 North Wilkesboro,NC 28656 18/7 Northern Hills, LLC 555 Main St. Manchester, CT 06040 18/12 Richard& Irene Gancarz 383 Smith St. South Windsor, CT 06074 18/13 Willard& Claire Dufour 377 Smith St. South Windsor, CT 06074 18/14 Downeast Associates Ltd. Partnership P.O. Box 6120 Indianapolis, IN 46206-6120 18/15 Emil J. & Lucille Boutin 357 Smith St. South Windsor, CT 06074 18/16 Downeast Associates Ltd. Partnership P.O. Box 6120 Indianapolis, IN 46206-6120 18/17 Gene N. Beaupre 345 Smith St. South Windsor, CT 06074 27/15 Evergreen Walk, LLC 231 Central Ave. White Plains,NY 10606 142/31 Lowe's Home Centers, Inc. P.O. Box 1111 North Wilkesboro,NC 28656 142/350 Hines Sudden Service, Inc. 31 Town Line Road Wethersfield, CT 06109 142/358 Scott Leonard 110 Lavender Lane Rocky Hill, CT 06067 142/1524 Downeast Associates Ltd. Partnership P.O. Box 6120 Indianapolis, IN 46206-6120 TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: James Bernardino CHANGE ORDER CONTACT PERSON Design Professionals, Inc. phone No.860-291-8755 Address 1 Buckland Road South Windsor,CT 06074 Site Name One Buckland Center P&Z No, 15-48P Owner Scott Leonard Phone No.860-550-2323 Contractor Wilcox Excavation C nstruction Company Signature of Owner Date: , ir IL Signature of Desi n ng Date:_ _.-` 16 CHANGE: (Describe locatio nd nature of change. Include Four (4) copies of plan/profile of Change. ) - Invert elevation of proposed tie into Smith Street catchbasin is now 132.10 for both pipes. - Grate elevation of Yard Drain connecting to catchbasin in Smith Street is now 134.10 to accommodate above. See attached Sketch Reason for Change: (Why is change required) Existing 15"water line behind the existing catchbasin was observed to have approximately 3 FT of cover causing drainage conflict for the proposed connection. Proposed connection invert elevations had to be modified as a result of this. APPROVALS: (As Re d uire Dir. Of Planni 9. Date: Town Engineer_ Date: 3llk ///c Dir. of Public Karks Date: Other: Date: STAFF COMMENTS: White -- Town Engineer Yellow - Applicant Pink. - Director of Planning Scott Leonard 110 Lavender Lane Rocky Hill,CT 06067 June 16, 2015 To Whom It May Concern: I, Scott Leonard, owner of 1, 9 & 15 Buckland Road, and of 395 Smith Street, in the Towns of South Windsor and Manchester, do hereby authorize Peter R. DeMallie, President of Design Professionals, Inc. to act as my agent and to execute and submit my land use applications for the subject premises. This authorization covers my interests as owner and applicant with respect to these applications. Thank you. Vjet"y truly / ,-"Scott Leonard n QF-LL E n '- z W �, WOVN� qW t REPLACE INSTALLED 2FT ,RISER SECTION WITH 1 FT RISER SECTION. NOTCH/CUT RISER SECTION TO y W ACCOMMODATE PIPE. NOTCH PIPE ACCORDINGLY AS NEEDED. SEAL PIPE PENETRATION WITH NON SHRINK MORTAR. INSTALL 4" FRAME AND GRATE ON TOP OF CO v„ YARD DRAIN SLAB. ADJUST GRADING TO DIRECT SWALE FLOW TO = •y `< INLET. (AFTER REPLACING 2 FT RISER) •� Fo T.F.=134.1f H w INSTALL 12 HDPE d F.L.=132.14t C z OVER WATER LINE i boom CONNECT TO EXISTING a CATCHBASIN IN SMITH STREET 10' — 6" HDPE INV.=130.90-15"(N—EXISTING) Z m S=0.006 INV.=132.1f-12"(SE—STORM MANHOLE) w w 3 = Y wuus — I— m Q INV.=132.1t-12"(SW—YARD DRAIN) a o o ; p Z O n y , �u T.W.=134.1 ' B.W. 134.1t � , N _ r 6". l.. PERFORATED HDPE j UNDFRDRAIN ........ 5=D.14 L r ai __.. T a OP OF 15 DUCIILE� RON C)�, J D r WATER LIN ELEV i1 .04PER CONTROT,)R)r LL 0-' S U r _. N � O 54 PE n 50 2 FAD S=0 01 ro STORM N MANHOLE, ®o } T.F 145�0 8 r . — } 2"� `tip INV 141 10 1 SE) v � , � � (� x INV.=132.60-6"(SW) (UPPE AGGREGATE DRAIN) �$ Y INV.=141.30-6"(S) i(TOPE 0 SLOPE CU�TAINDRAIN), N — —12"(N \ r. � INV. 132.60 F.L. =140.90 4 ) Oa'`j'` . FSWWfHWNDSOR IE TOWN OF SOUTH WINDSOR STAFF SITE CHANGE �i 2016 FOR SITE & SUBDIVISION PtANNINGDEPr. GENERAL: James Bernardino CHANGE ORDER CONTACT PERSON Design Professionals, Inc. Phone No. 860-291-8755 Address 1 Buckland Road South Windsor, CT 06074 Site Name One Buckland Center P&Z No. 15-48P Owner Scott Leonard Phone No. 860-550-2323 Contractor Wilcox Excavation ConstrLiction Company. Signature of Owner vi ate s • `!• 1 Signature of Design Engr. Date: CHANGE: (Describe location an aturPof change, Include Four (4 ) copies of plan/profile of Change. ) - Proposed concrete swale added to top of wall in lieu of aggregate drains on slope - Adjusted back drain/weep hole at wall per retaining wall design coordination - Modified water service connection per CT Water coordination - See attached Sketch Reason for Change: (Why is change required) Ease of maintenance of drain/swale. Inadequate slope/pitch of underdrain. APPROVALS: (As Required) Dir. Of Planning Date:��-6 Town Engineer_ Date: I../ZLJ Dir. of Public Wo s Date: Other: Date: STAFF COMMENTS: White - Town Engineer Yellow - Applicant Pink - Director of Planning TOWN OF SOUTH WINDSOR RECEIVED STAFF SITE CHANGE SEP 1 5 Z016 FOR SITE & SUBDIVISION GENERAL: James Bernardino SOUTHV��NDSORPLANtdINGDEFT. CHANGE ORDER CONTACT PERSON Design Professionals, Inc. Phone No.860-291-8755 Address 1 Buckland Road South Windsor,CT 06074 Site Name One Buckland Center-Change Order#3 P&Z No. 15-48P Owner Scott Leonard Phone No. 860-550-2323 Contractor Wilcox Excavation Construction Company Signature of Owns eont"Date: y' •/y l Signature of De •gn Engr ro Date: q-& 16 CHANGE; (Describe location nd nature of change. Include Four (4) copies of plan/profile of Change. ) - Modified primary electrical service. - See attached Sketch Reason for Change: (why is change required) Change requested based on power company's requirements for service. APPROVALS: (As Required) Dir. of Planning Date: 9I zo Town Engineer Dates Dir. of Public 4rks Date: Other: Date: STAFF COMMENTS: 0'i I tam C-4� 1dA-el White -- Town Engineer Yellow - Applicant: _ Pink - Director of Planning TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: James Bernardino CHANGE ORDER CONTACT PERSON Design Professionals, Inc. Phone No. 860-291-8755 Address 1 Buckland Road South Windsor,CT 06074 Site Name One Buckland Center—Change Order#5 p&Z No. 15-48P Owner Scott Leonard Phone No. 860-550-2323 Contractor Wilcox Exca tion Construction Compa y OF Signature of Owner p' ate: • & ®,(� r®l- Signature of Desi Engr Date: CHANGE: (Describe location Ind nature of change. Include Four (4) copies of plan/profile of Change. ) Removed mountable curb and replaced with mountable concrete island at prpject entrance. Reason for Change: (Whys is change required) To provide a uniform mountable surface with the adjacent sidewalk. APPROVALS: (As Requ.ir Dir. Of Planning Date: " i (& Town Engineer a Date: Dir. of Public Workw Date: Other: Date: STAFF COMMENTS: White - Town Engineer Yellowy - Applicant Pink - Director of Planning a X"1B O SUm1� >a a NN ov TYPE F CONCRETE ISLAND a= SLOPE FROM BITUMINOUS PAVEMENT FINISHED GRADE 2' TO TOP OF ISLAND 1° (TYPICAL) y a< ..., . W.1 EXPANSION JOINT ------ CONTROL ,m (TYPICAL) 4' JOINT = M LL<= Im a< CONCRETE WALK 1 8 TYPE F CONCRETE W/ O O a 6"X6"X 10/10 WIRE MESH (TYPICAL) a TYPE F CONCRETE ISLAND SLOPE FROM BITUMINOUS SLOPED CONCRETE SURFACES TO o 0 PAVEMENT FINISHED GRADE BE STAMPED BRICK/STONE Z TO TOP OF ISLAND FINISH W/ STAINED COLOR TO 6 L - m < _ (TYPICAL) MATCH THE DECORATIVE WALLS a °r° g o 0 �a (TYPICAL) C 0 , <0 MOUNTABLE CONCRETE ISLAND LAYOUT °P �`= ' �T'�'= a 0� YJU Scale: 1"= 10= 7' Z uy v `t f - Lu C) 21475 %'.r W SLOPED CONCRETE Z �o 0`,,tP•, v�` i�., O y SURFACE TO BE ENSF�- m STAMPED BRICK/STONE i s FINISH W/ STAINED COLOR TO MATCH THE DECORATIVE WALLS CLASS F CONCRETE PER N m o (TYPICAL) REFER TO CONNDOT FORM 817, g PAVEMENT LAYOUT SECTION M.03.02 (� SECTION W/ 6"X6" X 10/10 WIRE MESH W J (TYPICAL) 25 � m Q 6" PROCESS Q W ,L AGGREGATE BASE s J PER CONNDOT FOR $ ~ X. 817 SEC 3.04 3 m o 0 0 0 0 o Q � o s"Jo o in 0 0 0 0 0 0 0 o 0 0 o ,o o O cN 3 � 2 MOUNTABLE CONCRETE ISLAND DETAIL Q U CO) W -.. ... p 4' TALL BLACK ORNAMENTAL ._ALUMINUM FENCE RELOCATED - (As� - 4' TALL BLACK DECORATIVE STONE W J e ORNAMENTAL ALUMINUM WALL FENCE PLANTINGS TO O_ ADDITIONAL BE REMOVED O " �_` PLANTINGS FOR WALL �Im � �ffi (HESD-2D) O z ADDITIONAL - _ PLANTINGS (HESD-13) -. " - - - - V/'/ �/vO�" - -- _ .. -. _ = _ ._ •'F.mP� ,.;��' _ r-1 [+FiO�OO'..:._ z \ r' r Co m - RELOCATED DECORATIVE ...�.....,.,.���`�..�..�.� ..���� W w N 3 STONE WALL .�� a m \ 0 m 00 < p W a s -)A i SOUTH WALL RELOCATION ^� NORTH WALL RELOCATION 1 Scale: 1"=20' 2 Scale: 1"=20' n PICKET %0 SIZE GAUGE Z 00 3/4" [19MM] SOLID Z U 7'-8 3/4" [2356MM] 3/a" [19MM] 1a GA FACE TO FACE V -j O m Lu 3/4" [19MM] 16 GA 1" [25MM] 14 GA Q INDUSTRIAL DRIVE RIVET PRO-ARC(TM) RAIL BRACKET POST CAP [25MM] 16 GA W N? 1" a 3 7/8" [98MM] Z N = � ~ SQUARE POST O R SEE PICKET OPTIONS IN N H A 1 3/8" [35MM] X 1 1/2" [38MM] 1 U-CHANNEL RAIL I INDUSTRIAL DRIVE RIVET !I �a 6" [152MM] ri 3 13/16" [97MM] (2) ENDS- 3 15/16" [10OMM] I ( 1 I 2" [51MM] NOM v m # J Z I I I I J Q I I I I W 3 a. POST CAP OPTIONS I I I I MIN DEPTH NOM HEIGHT(H) Q Z FENCE SECTION ELEVATION I I I IN: 36" 3'-0" [914MM] 0 ; O L I I MM: 914 3'-6" [1067MM] LU C NOTES: L_ 4'-0- [1219MM] 0 W Q Q 1. METRIC DIMENSIONS ARE NOMINAL EQUIVALENTS TO U.S. DIMENSIONS. 5'—0" [1524MM] HANGED BY MASTER HALCO ONLY. / p Q Z O 0 2. SPECIFICATIONS SHOWN CAN BE C WIDTH N LU n 3. FOOTING WIDTH � LEC POST WIDTH. 6'-0" [1829MM] (Ij�I 4. SEE PANEL d: POO ST SELECTION SHEET FOR AVAILABLE POST SIZES. IN: A � LU 5. FOR MATCHING GATE SEE DRAWING 6-5010M (SINGLE) OR 6-5015M (DOUBLE). 7'—0" [2134MM] ✓v LU LL •� W W MM: 8'-0" [2439MM] O V uj uj MASTER BY MI�RNA�. oN 1roRxs LCO. INC. IMPERIAL FENCE — STYLE B —DATE: 0RR DWG: 6-1 1 10 10 HALC09 IRMNG, TX DATE: 0+-27-95 mpemmn-Wog Wnm W M mPHONE 800 729-0580 REV: E LATER: 1 0 � N v WWW.MASTERHALCO.COM REV DATE: 2-21-12 SCALE: NOT TO SCALE ° 0 ` O v 3 ORNAMENTAL FENCE DETAIL < " N � Not to Scale � g '� TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: James Bernardino CHANGE GIRDER CONTACT PERSON Design Professionals, Inc. Phone No. 860-291-8755 Address 1 Buckland Road South Windsor,CT 06074 Site Name One Buckland Center—Change Order#4 P&Z No. 15-48P Owner Scott Leonard Phone No. 860-550-2323 Contractor Wilcox Excava ion Construction Company Signature of Owner �m ate: Signature of Desi Engr Date.el , I. 2c1°/ CHANGE: (Describe location a d nature of change. Include Four (4) copies of plan/profile of Change. ) Relocation of decorative walls proposed in front of the parking spaces facing Buckland Road Reason for Change: (Why is change required) To facilitate installation& reduce potential conflict and encroachment towards the ro osed parking And sidewalk. APPROVALS: (As Required)) Dir. Of Planning ° Date: ►J� �/ Town Engineer Date: Dir. of Public Works Date: Other: Date: STAFF COMMENTS: White - Town Engineer Yellow - Applicant Pink - Director of Planning Fla G\pbs\Mr AuWCAD\1831-Ste PW dwg Layout SKC-4(2) Plotted 10/24/2016 2-16 PM Lest Saved 10/24/2016 2V PM Lwt Saved BY:d)mneson �T7 r O C� D m ' v r � p n n D O D� �m m 0 O � r D j 1 v ((I t 0 D r D Z Z 1 N ` vie ' S � SCALE: 0 10, 20' 1" - 20' NO. DATE777 REMONS BY PROJECT NO.: ONE BUCKLAND 1831 21 PJEFFREY OWE DATE: SOUTH Wf�DSOR,CT M74 DRAWING CENTER 860-291-87M-T CHANGE ORDER #4 10/24/16 esign 860-291-8757-F 1 i 25 WCKLAND ROAD DESIGN BY: wwwdesgriprofessorVlsticoan SKC-4 DECORATIVE WALL SOUTH WNDSOR CT 06074 JAB rofessionals CIVIL A TRAFFIC ENGINEERS/PLANNERS/SURVEYORS RELOCATION PLAN DRAWN BY: ON{ANALYSTS/LANDSCAPE ARCHITECTS DI Wilcox Excavating Construction Company, Inc. Complete Site and Road Development Work November 20, 2017 Town of South Windsor 1540 Sullivan Avenue South Windsor, CT o6074 To Whom It May Concern - Wilcox Excavating Construction Company, Inc., acting as General Contractor for the One Bucldand Center project located at 1 & 25 Buckland Road, confirms that the site lighting was installed per the approved plans. Sincer Gerald J. Wilcox President 71 Willow Street - South Windsor, CT 06074 WilcoxExc@aol.com 860-644-8534 860-644-8589 www.wilcoxexcavating.com • -. .r'vL•.� ahY PAYMENT SUMMARY RECEIPT TOWN OF SOUTH WINDSOR 1540 SULLIVAN AVENUE SOUTH WINDSOR CT 06074 DATE: 11/27/17 CUSTOMER#: 000'000000 TIME: 15:56 CLERK: laurenlz RECPT#: 20899289 PREV BAL: TP/YR: MS/2018 AMT PAID: 30.00 BILL: ADJSTMNT: EFF DT: 11/27/17 BAL DUE: PERMITS/INSP PAYMENT -----------------TOTALS----------------- PRINCIPAL PAID: 30.00 INTEREST PAID: .00 ADJUSTMENTS: .00 DISC TAKEN: .00 AMT TENDERED: 30.00 AMT APPLIED: 30.00 CHANGE: .00 PAID BY: WILCOX EXCAVATING CO PAYMENT METH: CHECK PAYMENT REF: 14058 G PAYMENT SUMMARY RECEIPT TOWN OF SOUTH WINDSOR 1540 SULLIVAN AVENUE SOUTH WINDSOR CT 06074 DATE: 11/17/17 CUSTOMER#: 000000000 TIME: 11:47 CLERK: laurenlz RECPT#: 20899217 ' PREV BAL: TP/YR: MS/2018 AMT PAID: 25.00 BILL: ADJSTMNT: EFF DT: 11/17/17 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 PAID BY: MINEOLA SIGNS PAYMENT METH: CHECK PAYMENT REF: 170729 V � � PAGE r After recording please return to: Peter Alter PO Box 1530 Glastonbury,CT 06033 SIDEWALK EASEMENT AGREEMENT 0061, 53 THIS SIDEWALK EASEMENT AGREEMENT (this "Agreement") is made as of this_day of D& rk& , 201 7 by and between Scott Leonard ("Grantor") of the Town of Rocky Hill, County of Hartford and State of Connecticut and the Town of South Windsor, a municipal corporation having its territorial limit within the County of Hartford and State of Connecticut("Grantee"). BACKGROUND: A. Grantor is the fee owner of a piece or parcel of land commonly known as One Buckland Center, being property known as 1, 9, and 15 Buckland Road, South Windsor, Connecticut(referred to herein as the "Property"). B. Grantee is the municipal corporation within which the substantial portion of One Buckland Center is situated. C. Grantor has agreed to grant a sidewalk easement across certain portions of the Property to the Grantee upon the terms and conditions set forth below. D. Said sidewalk easement granted herein is more particularly described .and depicted as "Proposed Sidewalk Public Access Easement in favor of the Town of South Windsor Area: 338± SF" on a map entitled "Layout Plan One Buckland Center 1 &25 Buckland Road South Windsor, CT 06074 Prepared For Scott Leonard 110 Lavender Lane, Rocky Hill, CT 06067 Design Professionals 21 Jeffrey Drive P.O. Box 1167 South Windsor,CT 06074 Project No. 1831 Date 9/18/15 Revisions 1 11/20/15 Town Comments; 2 12/22/15 Town Comments; 3 1/12/16 Town Comments Sheet LA-1 Scale 1' = 20". Said map is on file or to be filed in the South Windsor Land Records to which reference may be had for a more particular description of said Sidewalk Easement. NOW THEREFORE, in consideration of the foregoing, and for other good and valuable consideration, the receipt and sufficiency of which are hereby acknowledged, the parties hereto agree as follows: 1. Sidewalk Easement. Grantor hereby grants to Grantee and its successors, assigns, tenants, employees, agents, invitees and licensees, a perpetual, non-exclusive and permanent easement (referred to herein as the "Sidewalk Easement") upon, through and under the easement area as more particularly described in Paragraph D. above for the purpose of allowing the general public the right to enter the Property in order to pass and repass over the Sidewalk Easement area as shown on the above-referenced map. 2. Improvements. Grantor shall construct the improvements herein described at Grantor's sole cost and expense. Receive(,. r''1t3-lr of C'ni�th Wi�arlcnr ACT 3. Maintenance. Grantor shall be responsible for all maintenance work conducted in the Sidewalk Easement areas and at the completion of such work shall restore any disturbed areas to substantially the same condition, or as close thereto as is reasonably possible, all at no ,;,costlo;Grantee. 4. Indemnification. Grantor and Grantee shall defend, indemnify and hold each other harmless from and against any and all claims, demands, penalties, fines, liabilities, settlements, suits, damages, losses, injuries, costs and expenses of whatever kind and nature, including reasonable attorneys' fees, sustained or incurred by any persons which are based upon, arise from, or in any manner grow out of the use,maintenance or enjoyment of the Sidewalk Easement areas by each parry and its tenants, employees, agents, invitees or licensees, unless based upon the other's_negligence or intentional tortious acts. 6. Notices. All notices required or permitted hereunder shall be in writing and shall be given to the parties at the addresses set forth above or such other address provided in writing by either party to the other party for such purposes (or at the addresses of the successors-to-title as evidenced by the South Windsor Assessor's Records). All such notices shall be deemed given when received or first rejected by the party to be notified. 7. Binding Effect and Appurtenance. All of the benefits and burdens hereunder shall run with the Property and shall bind and inure to the benefit of the successors and/or assigns of Grantor and Grantee. 8. Legal Ex ep nses. In the event litigation is necessary to enforce compliance with this Agreement, the party successful in the court action shall be entitled, as an item of damages,- to all reasonable attorneys'fees and costs related to said litigation. 9. Entire Agreement. This Agreement is intended by the parties as a final, complete and exclusive statement of the matters herein set forth. 10. Amendment and Waiver. This Agreement may not be amended except by a writing signed by both parties nor shall observance of any term of this Agreement be waived except with the written consent of the parties benefiting from such term. 11. Severability. Any provision in this Agreement that is held to be illegal or unenforceable shall be ineffective to the extent of such illegality or unenforceability without invalidating the remaining provisions and any such illegal or unenforceable provision shall be deemed to be restated to reflect as nearly as possible the original intentions of the parties in accordance with applicable law. 12. Interpretation. Each party has been represented by its own counsel in connection with the negotiation and preparation of this Agreement and, consequently, each party hereby waives the application of any rule of law that would otherwise be applicable in connection with the interpretation of this Agreement, including but not limited to any rule of law to the effect that any provision of this Agreement shall be interpreted or construed against the party whose counsel drafted that provision. 13.`` Headings. The section headings of this Agreement are for convenience only and 2 A- PIOE. 0 3 W in no way limit or enlarge the scope or meaning of the language hereof. IN WITNESS WHEREOF, the parties hereto have caused this Sidewalk Easement Agreement to be executed as of the date first above written. Witnessed: r" e"- colt Leonard STATE OF CONNECTICUT ) ss, COUNTY OF HARTFORD ) The foregoing instrument was acknowledged before me this day of -264-6;ley Scott Leonard, as his free act and deed before me. v, Notary ublic/ L Bonnie L.Armstrong NOTARY PUBLIC State of Connecticut My C9n1M'solon Explrss 2/2812018 3 k b TOWN OF SOUTH WINDSOR A MUNICIPAL CORPORATION _ By: i Its: STATE OF CONNECTICUT ) ss, South Windsor COUNTY OF HARTFORD ) The fore oing instrument was acknowledged before me this day of 20R, by �� , the bc,-Y-) fYtajjQ of the Town of South Windsor, as his/her free act and deed befor me and the free act and deed of said municipal corporation before me. Notary Public/ f` Lo"-� ao 4 rt Received for Record �)�`'. .7 At �I. ,5 G 11 VvN Recorded in South Windsor,CT By ��A a Town Clerk 4 BOND RELEASE TRANSMITTAL DATE: Larch 1, 2015 APPLICANT NAME Scott W. Leonard ADDRESS 110 Lavender Lane Rocky Hill, CT 06067 PROJECT LOCATION/ADDRESS LOT One Buckland Center P&Z OR IWA/CC APPLICATION NUMBER : p% 15-48P MUNIS APPLICATION NUMBER 201501365 SLAB ACCOUNT NUMBER 500222 ( as 10 ORIGINAL BOND AMOUNT $ $25,000 E&S Bond CHECK NUMBER #0001628225 Please Release $ $25,000 Please release the bond indicated above as all of the required work has been completed. Lauren L Zaram6o 3/1118 NAME DATE /00-7 CHECK # ISSUED DATE d5) 0 6Q, 6 WAPlanning Admin\PZC\Bonds\2018 Bonds\15-48P One Buckland Center BondRelease Trans.doc <O%q N St a � To� O'YeSo� V w� 1540 SULLIVAN AVENUE * SOUTH WINDSOR, CT 06074 f�OSOR-CO TELEPHONE(860) 644-2511 March 1, 2018 Scott W. Leonard 110 Lavender Lane Rocky Hill, CT 06067 Re: Appl. 15-48P, One Buckland Center E&S Bond Release Dear Mr. Leonard: This is to advise you that the Planning and Zoning Commission voted on February 27, 2017 to release the following bond as follows: Appl. 15-485P,One Buckland Center $25,000 E&S Bond reduced by$25,000 to leave a balance of-0- A check will be mailed to you from the Town of South Windsor. If you have any further questions, please contact the Planning Department at 860-644-2511, ext. 253. Thank you. Sincerely, Bart Pacekonis,Chairman PLANNING&ZONING COMMISSION BP/llz cc: Jeff Doolittle, Town Engineer Jeff Folger, Senior Environmental Planner �0%4 N SF4 7-aa� olps-au. ?d 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 f�OSOR•GO TELEPHONE (860) 644-2511 July 26, 2018 Scott W. Leonard 110 Lavender Lane Rocky Hill, CT 06067 Re: Appl. 15-48P, One Buckland Center Landscape Bond Reduction Dear Mr. Leonard: This is to advise you that the Planning and Zoning Commission voted on July 24, 2018 to release the following bond as follows: Appl. 15-485P, One Buckland Center $10,000 Landscape Bond reduced by $8,000 to leave a balance of $2,000. A check will be mailed to you from the Town of South Windsor. If you have any further questions, please contact the Planning Department at 860-644-2511, ext. 253. Thank you. Sincerely, Bart Pacekonis,Chairman PLANNING&ZONING COMMISSION BP/llz cc; Jeff Doolittle, Town Engineer Jeff Folger, Senior Environmental Planner BOND RELEASE TPANSMITTAL DATE: July 26, 2018 APPLICANT NAME Scott W. Leonard ADDRESS 110 Lavender Lane Rocky Bill, CT 06067 PROJECT LOCATION/ADDRESS LOT One Buckland Center P&Z OR IWA/CC APPLICATION NUMBER Appl. 15-48P MUNIS APPLICATION NUMBER 201501368 SUB ACCOUNT NUMBER 500222 (ac3aS) ORIGINAL BOND AMOUNT $ $10,000 Landscape Bond CHECK NUMBER 0001628251 Please Release $ 8,000 to leave a balance of $2 ,000 Please release the bond indicated above as all of the required work has been completed. Lauren L Zarambo _duly 26, 2018 NAME DATE . 033 9113/ BY � C CHECK # ISSUED DATE WAPlanning Admin\PZC\Bonds\2018 Bonds\15-48P OneBucklandPlaz Landscape Bond Reduction Trans.doc 11 RC EIVED JUN 1 4 2018 $pUTry NINDSJR PUNN;NG CEPTol P10 -c7-3 plQ c,5 �eleage /Vy lalicllscye �a��