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HomeMy WebLinkAboutApp 17-07P ALDI Faciltiy Expansion TOWN OF SOUTH WINDSOR PLANNING 8s ZONING COMMISSION APPLICATION FORM Application Number: I MAR T 3 Z017 Official Receipt Date: I Munis Application #: ©© 2.21 SOUTH WINDSOR PLANNING DEPT. APPLICANT: A M King Construction Co., LLC r-tr-�>'70524 7 PROJECT NAME: ALDI Distribution Facility Expansion COMPLETE LOCATION OF PROPERTY: 295 Rve Street OWNER OF RECORD ON LAND RECORDS: ALDI, Inc. (Connecticut) OWNER ADDRESS: 295 Rye Street, South Windsor CT GIS PIN # 78600295 ZONE I NAME, ADDRESS, TELEPHONE &EMAIL ADDRESS OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: James Bernardino, PE Design Professionals, Inc. 21 Jeffrey Drive South Windsor CT 06074 860-291-8755 jbernardino@dpinc.co ;3n b 6�(o (o Estimated presentation time: 15 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 ❑ New ® Modification Building(s) Sq Ft + 170,000+/-SF(GFA) ❑ 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 Application Pending Sign is required to be posted on the property for all applications ten(10) days, rior to being heard by the Commission. ignat re of Applicant Signer ure of Prope ner P.O.BOX 1167 21 JEFFREY DRIVE SOUTH wINDSOR,CT 06074 PHONE:860.291.9755 �SIO �S FAX:860.291.8757 www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / PLANNERS / SURVEYORS / GIS ANALYSTS / LANDSCAPE ARCHITECTS Serving Connecticut, Massachusetts, *Rhode Island LETTER OF TRANSMITTAL To: Planning and Zoning Commission Date: 3/13/2017 DPI Project No. 2282 c/o Director of Planning Michele Lipe Re: Aldi Distribution Facility Expansion Town Hall 295 Rye Street South Windsor,CT : 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 13 3/10/2017 1 Site plans(3 full size, 10 reduced size) 1 N/A 2 Application 2 3/13/2017 3 Site Plan Checklist 1 3/9/2017 4 Fee check-$1,860.00 1 3/10/2017 5 Cover letter 2 2/13/2017 6 Stormwater Management Report 1 N/A 7 Abutter list 1 3/13/2017 8 Example abutter letter 13 3/10/2017 9 Traffic statement 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: : Please accept the enclosed information in support of the subject application. Please feel free to contact us with any questions. SIGNED: CC: Dane LaBonte P.O. BOX 1167 21 JEFFREY DRIVE SOUTH WINDSOR,CT 06074 e PHONE: 860.291.8755 FAX: 8onalsi ..co 7 www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / PLANNERS / SURVEYORS / GIS ANALYSTS / LANDSCAPE ARCHITECTS Serving Connecticut, Massachusetts, Rhode Island March 10, 2017 • Town of South Windsor RE EI c/o Director of Planning Michele Lipe Town Hall MAR 1 3017 1540 Sullivan Avenue South Windsor, CT 06074 SOUTH WINDSOR RANNING DEPT. Re: Aldi Distribution Facility Expansion 295 Rye Street On behalf of application A. M. King Construction Co, LLC, please accept this letter in support of the subject project. Aldi grocery store currently operates an existing distribution facility at the subject location in the Industrial zone and has retained A M King to expand the existing±500,00 sf building by±170,000 sf in two phases (f70,000 sf phase 1 and±100,000 sf phase 2) along with associated site improvements and lighting as shown on the enclosed plans. The project is seeking a Site Plan Modification from the Planning and Zoning Commission to amend the original site plans approved by the Commission on March 27, 2007 (Application 06- 06P) and the change order granted on July 20, 2016 for additional parking which has since been constructed. • No disturbance is proposed within regulated areas or their associated buffer areas, and as such the project is seeking erosion control review and approval from the Inland Wetland Agency/Conservation Commission. We respectfully request that the project be heard at the earliest convenience of the Planning and Zoning Commission and the Conservation Commission. If any additional information is needed, please feel free to contact us at 86 291-8755. Sincerely, �----� James Berardino, PE D LaBonte, EIT Director of Engineering Senior Project Engineer NAV IONG March 6, 2017 To Whom It May Concern: On behalf of A M King Construction, LLC, I hereby authorize Design Professionals, Inc. to act as an authorized agent in the pursuit of land use permits and approvals with respect to the property at 295 Rye Street in South Windsor, Connecticut. Sincerely, Carl H. Morse Project Manager Cc: File 1610 East Morehead Suite 200 Charlotte,NC 28207 704 365 3160 telephone 704 365 3101 facsimile www.amkinggroup.com To Whom It May Concern: On behalf of Aldi,I hereby authorize Design Professionals, Inc.to act as an authorized agent in the pursuit of land use permits and approvals with respect to the property at 295 Rye Street in South Windsor,CT. Sincerely, C `� �(t! Print Name /c)- �� Date TOWN OF SOUTH WINDSOR CHECKLIST REQUIRED INFORMATION SITE PLANS APPLICANT l I �D (.M TIZt C-nDl&j 60 LL(— PROJECT NAME IJiSrIL4,Jfi10rl �* ll.� 126PA J51Drl 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. _\6 1. On each sheet for plans or maps, title block with the following information: a. Name, address and telephone of applicant. b. Name, address and telephone number of Land Surveyor or Professional Engineer. _ c. Name of Development. _ d. Date when drawings were made. x 2. Key Map: An overall map drawn to a scale of 1 inch equals either 100 feet or 200 feet. This map will show the overall design of the Development and surrounding property within 500 feet. a. Data block which gives needed zoning information such as percentage of lot coverage, acreage of tract, number of apartment units, parking requirements, etc. b. Outline of buildings. c. Layout of streets. d. Surrounding property boundaries-within 500 feet. e. Names of abutting property owners. N f. Proposed open spaces and recreation areas. G g. Driveway cuts on abutting properties and any properties across from proposed site. h. Distance to and name of nearest intersection street. 3. Architectural Elevations: See attached checklist for Architecture and Design Review. i 4. Plot Plan: A layout map of the proposed site drawn to a scale of 1 inch equals 40 feet on either of the following size sheets: (1) 24" x 36" with a 3/4" ruled, margin; (2) 18" x 24" with a 1/2" ruled margin, containing the following data: a. Distance and bearings of all boundary lines and acreage of site. Iron pins -required at all property angle points and shown on map. b. Proposed streets and street lines with center line station, curve data, and parking spaces. c. Building lines in accordance with zoning regulations. _ d. Proposed buildings and other structures, including signs, outside lighting, and dumpsters (on concrete pad and screened). e. Easements, noting grantors, grantees, and purpose must be shown in table format, e.g. below Grantor Grantee Type of Date Filed Vol/Pg Easement c 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. jVA h. All open space or other common or public land uses shall be indicated. i. A-2 certification; P.E./L.S. Seal. 5. Topographic Map: A map drawn to a scale of 1 inch to 40 feet on sheets not exceeding 24 inches by 36 inches, including ruled margins shall in addition to the requirements of the plot plans show the following: a. All existing and proposed buildings. _ b. Curb Lines and pavement width, sidewalks. NA c. Existing and proposed sanitary sewers. 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. X 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 �c limits. k. A-2 &T-2 Certification; P.E &L.S. Seals. 6. Landscaping plan 7. Drainage calculations: - Zero Runoff Increase per attached guidelines. 8. Traffic Report 9. Site Lighting Plan 10. Plans and Profiles: A plan and profile of the proposed streets drawn on plan/profile paper of scales 1 inch to 40 feet horizontally, and 1 inch to 4 feet vertically on sheets not exceeding 24 inches by 36 inches, including ruled margins and containing the following: a. Layout of streets in sections coordinated by stations with the profile. b. Street plan showing roadways, drainage, sanitary sewer (including house sewer), foundation drains, lot lines, buildings including all utilities with elevations (top frame and inverts), size, type, length, slopes of pipes. c. Sight line at driveway &street intersections. 3 d. Profile of roadway showing existing and finished grades. Roadway profile will show all tangent grade and all vertical curve information. e. Profile will show all catch basins and all drainage lines between catch basins with all invert and top of frame elevations, sizes, lengths and slopes of pipes. !" - f. Where any storm drainage line discharges into an existing brook sufficient profile of this brook will be shown to determine conditions. X g. CGS datum shall be used on all sites accessible to these controls. The Town Engineer shall, based on standard engineering practices, determine the accessibility of these controls. `� h. Profiles shall show all sanitary sewer lines and manholes, including elevations, (inverts, top of frame) sizes, lengths, and slopes of pipes. Top of foundation elevations for building shall be shown. !v 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. --7-. 2, N P PARER (P.E./L.S.) DATE February 2002; Rev. 4-04 4 BubarisiocTraffic A S S Q C I A T E S Planning*Engineering*Design RECEIVED MAR 1-3 2017 SOUTH WINDSOR PLANNING DEPT, - - - To: Ben Wheeler, PLA, Design Professionals, Inc. 6411aft bwheelera@designprofessionalsinc.com Phan (860)291-8755 From: James G. Bubaris,P.E. Pages: Three(3) Date: March 10,2017 Re: Site Traffic Assessment Expansion of Aldi's Distribution Facility Rye Street, South Windsor, Connecticut Reference is made to the proposal to expand the existing Aldi's Distribution Facility located on Rye Street, in the Town of South Windsor, Connecticut, from its existing 500,000 square feet of building area, by adding an additional 170,000 square feet in two phases, to yield a total of 670,000 square feet of building area. The site will continue to be served by one two-way site drive intersecting the north side of Rye Street, north of the signalized intersection of Sullivan Avenue at Rye Street. The signalized intersection of Sullivan Avenue at Rye Street, which was recently upgraded for the Sullivan Avenue Industrial Park development with the addition of its main access drive as the new fourth leg of the intersection opposite Rye Street, will continue to provide the main interface with the surrounding roadway network for the Aldi's Distribution Facility. Recent operational analyses conducted for the full development of the Sullivan Avenue Industrial Park,which will ultimately consist of three buildings, have shown that this signalized intersection will operate at overall level of service B (considered very good) during the weekday am peak and at overall service C(considered good)during the weekday pm peak. A preliminary assessment has been made as to what will be the impact of the proposed expansion. Please refer to Table A on the next page which summarizes the estimated site generated traffic estimates that were made for the subject development under its current configuration at 500,000 square feet, and with the addition of the proposed 170,000 square foot expansion to yield 670,000 square feet of building area. (continued) PO Box 4250 •Yalesville, CT 06492 •Telephone: (203)265-8086•Cell: (203)606-4742 •JimBubarisna.hotmail.com • Table A Trip Generation Estimates ---- - - - -- - Aldi's Distribution Facility - Rye Street South Windsor, Connecticut M ll _(670K/500K)X(1) _(2)less(1) Initial Projected Estimated Trip Generation Trip Generation Additional Estimate Estimate Trip Generation for for due to Existing Expanded Proposed Development Development Expansion (500,000 SF) (670,000 SF) (170,000 SF) Weekday AM Peak Hour Inbound 214 287 73 Outbound 47 63 16 Total 260 348 88 Weekday PM Peak Hour Inbound 60 80 20 Outbound 180 241 61 Total 240 322 82 Bubaris Traffic Associates March 2017 2 As was done with the preparation in the Site Traffic Evaluation Study that had been prepared back in May 2006 for the review and approval of the existing facility by both municipal and state agencies, the existing site generated traffic estimates were computed utilizing the equations made available in the Trip Generation Manual, published by the Institute of Transportation Engineers, utilizing the warehouse land use category as the independent -variable based on the size of the facility. -- - - --- - _ - - -- In the case of the subject expanded facility, the trip generation estimate is based on an expansion of existing trip generation estimates by applying a factor of the ratio of the proposed (i.e., 670,000 SF)to existing (i.e., 500,000 SF) building size, or by a factor of 1.34, which yields estimates of 348 trips per hour during the weekday am peak and 322 trips per hour during the weekday pm peak. A trip is defined as a one-way vehicular movement traveling either to or from the site. Finally, a review of Table A shows the additional trip generation that can be expected as the result of the proposed expansion,which would be about 88 trips per hour during the weekday am peak and 82 trips per hour during the weekday pm peak. These trip generation estimates which are relatively low values, and should not alter the overall levels of service of B to C that would otherwise exist at the intersection of Sullivan Avenue at Rye Street without the subject expansion. In the near future as weather conditions improve, we plan to conduct manual turning movement counts at the existing site drive to serve as a basis for validating the existing trip generation estimates that have been made, which we expect that the actual volumes will be lower than the estimates which usually run higher. Fallowing municipal approval of the subject expansion, we will prepare and submit an Administrative Decision Request to the Office of State Traffic Administration for the review and approval of the proposed expansion. Please let us know if you have any questions or if you require additional information regarding this matter. Very truly yours, Bubaris Traffic Associates, Inc. ``,. oF C 0NNFc�i.,,��� - • - No.9203 James G. Bubaris, P.E. , 'q•c s N .ti° Principal ��''�%;,SSvoNAtE��;.`���� Conn. Reg. No. 9203 `'��lm111111WO P.O.BOX 1167 21 JEFFREY DRIVE SOUTH WINDSOR,CT 06074 PHONE:860.291.8755 FAX:8onalsi .8757 c.com www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / PLANNERS /SURVEYORS / GIS ANALYSTS / LANDSCAPE ARCHITECTS 5--mmg Connecticut, Massachusetts, <Rhode Island • - - - - ----- - -- March 13, 2017 - Re: Site Plan Application Aldi Distribution Facility Expansion 295 Rye Street In accordance with the Rules and Regulations of the Planning and Zoning Commission, you are hereby notified that an application for a site plan modification has been filed on the property abutting yours at 295 Rye Street and is subject to a meeting by the Planning and Zoning Commission. The application and plans are on file with the South Windsor Planning Department. All members of the public are invited to the meeting to ask questions and/or give comments. You may also submit written comments regarding the application prior to the meeting if you so desire. For further information regarding the specific date this application will be heard,please contact the Planning Department at 644-2511 ext. 329. Sincerely, Peter R. DeMallie, President Design Professionals, Inc. • C:\jobs\2282\Docs\Applications\Abutters\PZC Abutter letter.docx TOWN OF SOUTH WINDSOR CONNE I CT CUT Parcel ID Site Address Owner Name Mailing Address Mailing City Mailing State Mailing Zip 2520R007 R007 CROW PARK ROAD CHAGNOT LOUIS P 21 SOUTH RIVER RD TOLLAND CT 06074-0000 78600295 295 RYE STREET ALDI INC 295 RYE STREET SOUTH WINDSOR CT 06074-0000 78600300 300 RYE STREET ALTA REALTY COMPANY LLC P 0 BOX 419 RIDGEFIELD CT 06877-0000 78600443 443 RYE STREET MCGRATH JAMES B&DORAN ANNE M& 50 ATLANTIC AVE SOUTH PORTLAND ME 04106-0000 7860R006 R006 RYE STREET SHEPARD POLA INC 0 2520R005 R005 CROW PARK ROAD CONN STATE OF-DEP 79 ELM STREET HARTFORD CT 06106-0000 78600087 87 RYE STREET CONN STATE OF 87 RYE ST SOUTH WINDSOR CT 06074-0000 2520R007A I R007A CROW PARK ROAD SOUTH WINDSOR LAND CONS TR INC 0 47701900 1900 JOHN FITCH BLVD CONN STATE OF DPMT OF ENVIRON PROT AGCY 06074-0000 78600250 250 RYE STREET JALTATWO REALTY COMPANY LLC PO BOX 419 IRIDGEFIELD CT 06877-0000 ICI Stormwater Management Report Aldi Distribution Facility Building Expansion 295 Rye Street ' Map 134, Lot 48 South Windsor, CT 1 ' Prepared for: ' A M King 1610 East Morehead, Suite 200 Charlotte, NC 28207 t ' Prepared by: Design Professionals, Inc. i 21 Jeffrey Drive South Windsor, CT ' February 13, 2017 ' Table of Contents ' Section Page Introduction I ' Original Drainage Analysis - I Proposed-Development Site Conditions I Storm Sewer Collection System 2 ' Analysis of Results 3 Water Quality 3 Conclusion 4 Appendices ' A Pre-Development Drainage HydroCAD Report B Post-Development Drainage HydroCAD Report ' C NRCS Soil Map &Data D Storm Sewers Analysis E Water Quality Volume Calculation ' F 2007 Report References G Drainage Area Maps Proposed Drainage Areas (Post) Introduction ' On March 27, 2007 the South Windsor Planning and Zoning commission approved application #06-06P for the Aldi Distribution Center; a 500,000 sqft distribution facility located at 295 Rye Street. Aldi, Inc is requesting a site plan modification to allow for a 170,000 sqft building ' expansion of their existing facility with associated drainage,_landscaping,_utility,_and lighting additions/alterations. For more information,please refer to the plans entitled"Aldi Distribution Facility Expansion, 295 Rye Street, South Windsor, CT, Subdivision Plan"prepared by Design ' Professionals, Inc. and dated March 13, 2017 or the latest revision. Original Drainage Analysis In 2006, Design Professionals Inc.performed a drainage analysis and design for the existing distribution facility. As such, sections of the drainage report dated November 91h, 2006 and revised to January 30th, 2007, is the basis of our analysis and is included in Appendix F for your reference. Using the information provided in the 2007 report, all watersheds were remodeled in HydroCAD to identify any differences in methodology utilized at the time of the 2007 report. Peak rates were recalculated for the following: • Existing conditions (prior to 2007 approval) ' • Approved 2007 proposed conditions • Proposed post-development condition considering all existing conditions, the approved parking expansion,proposed 1700,000 sqft building expansion, and as-built detention basin storage. See Appendix A and B for the remodeled HydroCAD pre- &post-development condition ' results. Post-Development Site Conditions Aldi, Inc. is proposing to construct a 170,000sgft expansion to their existing 500,000sgft facility. In order to control increases in runoff from the additional roof area and associated paved 1 surfaces, a series of catch basins and manholes are proposed to convey all runoff from the new impervious areas to the existing storm drain system. The existing storm drain system is comprised of two separate subsurface pipe systems that wrap around the northern and southerly ' faces of the building. Both systems converge at a headwall in the side slope on the eastern portion of the basin, where all collected discharge is detained. A minor re-alignment of the northerly pipe system is proposed to accommodate the proposed building expansion. All runoff ' from the proposed impervious areas will be directed to the southern pipe system. No additional flows will be added to the northern pipe system. ' The pond was modeled/maximized based on as-built conditions, which revealed a larger available storage capacity than originally proposed. The additional volume helped to further mitigate increased runoff flows, allowing expected flow conditions to remain in close proximity to originally proposed conditions. See Appendix F for originally proposed pond stage storage 1 calculations and the 2007 reports drainage area map. Remodeled HydroCAD post development conditions with as-built pond report are included in Appendix B. Storm Sewer Collection System ' Theproposed-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 follows the guidelines set forth in the Connecticut Department of Transportation's Drainage Manual ' The existing stormwater conveyance system is separated into two distinct drain lines,both discharging to the detention basin. The first pipe system traversing the site to the north is a 42" RCP. No additional flow is proposed to be added to this system, therefore no evaluation of this system was conducted with this drainage study. The second pipe system, traversing the site to the south is a 48"RCP. Flow from the proposed building expansion and site improvements will , connect to this 48"pipe. Upstream flow to this pipe at the point of the proposed site improvement impacts (Ex. CB-12) was taken from the 2007 Drainage Report's storm sewer system design table, Line segment 7L-8L(Ex. CB-13). Based on that table the pipe experiences 62.33 cfs in its current condition (see Appendix H). This number was utilized to assess the downstream impacts to the existing catchments that will now except increased runoff from the proposed site improvements. Hydraflow Storm Sewers computer software was used for analysis. , Computations are included as Appendix D. 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. See Appendix G for the proposed catchments area map. 2 ' Analysis of Results ' In the following table, we compare the post development flows (2007 analysis remodeled in HydroCAD) with the proposed building expansion calculations. The results of the remodeled post- development rates were observed as follows: The following table contains the data generated from the HydroCAD software iTABLE 1 Peak Rate of Stormwater Discharge Runoff Rate Pond Elevation ' Post- Developed Remodeled Condition w/ Pond Elev. w/ ' Storm Pre- Proposed Approved Proposed BLD & Watershed Area Event Developed BLD Pond Elev- Approved (Year) Developed' Expansion & 2007 Report parking 8 (ft3/second) Approved (ft) expansion parking (ft) ' expansion ((ft3/second) Exsitng Discharge 2 23.12 3.07 63.16 63.67 ' offsite/ 10 54.02 4.34 66.42 67.01 Detention Basin 25 72.79 4.87 68.2 68.74 Outflow 100 107.91 1 8.12 71.21 - 71.43 Top of Basin/Dike- 76.00 As seen in the table above,the subject project will result in peak runoff rates in the ro osed p p condition that are less than the peak runoff rates of the existing condition for all design storms. ' Water Ouality ' All new catch basins are proposed to have deep sumps in an effort to contain sediment and floatables. The existing water quality basin was also proven to have sufficient forebay and permanent pool storage capacity to retain 10% & 100% of the water quality volume respectively. ' This satisfies requirements of the 2004 Connecticut Stormwater Quality Manual to adequately treat the water quality volume for the first 1" flush. See enclosed Water Quality Volume Calculations in Appendix E. 3 APPENDIX A ' Watershed Computations (Pre-Development Drainage HydroCAD Report) r 1 r r r Is2S , :�s 1 1E E 3E r 1 r 5R 1 combined ■ r 1 r 1 Subcat Reach On Llnk Routing Diagram for 2282.A-Existing Conditions(2007 Report Remodel) r Prepared by Hewlett-Packard Company, Printed 3/9/2017 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC r r 2282.A - Existing Conditions (2007 Report Remodel) Type ///24-hr 2 Rainfall=3.20" Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCAD0 10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Paae 2 ' Summary for Subcatchment 1 S: 1 E Runoff = 20.63 cfs @ 12.67 hrs, Volume= 3.032 af, Depth> 0.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Rainfall=3.20" Area (ac) CN Description 41.450 73 ' 41.450 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.0 Direct Entry, Subcatchment 1S: 1E ' Hydrograph 23 --- --- -- ---- --- ---- --- - 22 ---- ■Runoff ' 21 - 0.63 cfs -- - !--- --. - ---- -TYpe-III 24-hr--- -- -- - _ -- --- 2-Rain - ----- - - ;$ -- - fall 3.20" -'--- ---- ---- - ---- -- --- r 1' -Ru=nafAr- - -- -- - ---- - --- - 41-.450ac- - --- -- --- - - - -- 16 Runaff-Volume-3.-032-f --- --- Runoff12 --13 --- ----- 3 11 - - 0 10 TC_45_O min- -- -- 9 ---- --- =- -- - - -- ---- -- ---- ' 8 -CN_73 - -- -- --- -- --- - - --- -- - - -- ----- 6 -- --- ------ - ----------- - -- -------- -- - - 5 ---- ---- ----- --- --- --- -- - -- - - - ---- ----- 2 - - ----- -- -- 1 0 ' 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2282.A- Existing Conditions (2007 Report Remodel) Type ///24-hr 2 Rainfall=3.20" Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Paae 3 Summary for Subcatchment 2S: 2E Runoff = 1.81 cfs @ 12.55 hrs, Volume= 0.238 af, Depth> 0.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs , Type III 24-hr 2 Rainfall=3.20" Area (ac) CN Description ' 3.060 74 3.060 100.00% Pervious Area , Tc Length Slope Velocity Capacity Description (min) (feet) (ft/f0 (ft/sec) (cfs) 36.6 Direct Entry, , Subcatchment 2S: 2E ----------Hydrograph ---------- ---------------------- ' 2 ■Runoff 1.81 cfs Type III 24-hr 2 Rainfall-3.20" Runoff Area=3.060 au Runoff Volume=0.238 a -Runoff De th>O.J3- - - Tc-36.6 min - CN_74 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 , Time (hours) ' 2282.A- Existing Conditions (2007 Report Remodel) Type 11124-hr 2 Rainfall=3.20" Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Paae 4 Summary for Subcatchment 3S: 3E Runoff = 0.88 cfs @ 12.81 hrs, Volume= 0.220 af, Depth> 0.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Rainfall=3.20" Area (ac) CN Description 12.880 55 ' 12.880 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 37.8 Direct Entry, Subcatchment 3S: 3E Hydrograph 0.95 -- -,--- ---------- -- -- ---- -- - - -- - --- -- -- - - ■Runoff ' -7. e-11124-h r -- -- -o.e8�fs ------ - - 0.85 - �p - -_ 08 -2- Rainfalt-3.20 - 0.75 ---- -- -- ' 0.7 -Runoff Area-12880-ac - -- -- --- ---- --- 0.65 __ f0.6 _RunoffVolume=0.22;0 a -- ---- ic 0.os -Runo -D-epttT>0.21 „ - --- - - - -- --------------- . - - --- 0.45 - -- --- ---- -- -- -��-3�.8 min----- ------- --------- ----- L` 0.4 -...- ---- S---- -- _--_ - - --- - -- - --- 0.35 fV 0.3 -------------- - --- --- ... -- -- --- 0.25 ---------- ----- -- 0.2 -------—-- -- -------- ------ _ - --- - - --- --- 0.1 --- --- ---- - -- ---- --- - - - -- 0.05 ' 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1 2282.A - Existing Conditions (2007 Report Remodel) Type ///24-hr 2 Rainfall=3.20" , Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCAD@ 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Paae 5 Summary for Reach 5R: combined ' Inflow Area= 57.390 ac, 0.00% Impervious, Inflow Depth > 0.73" for 2 event Inflow = 23.12 cfs @ 12.67 hrs, Volume= 3.490 of ' Outflow = 23.12 cfs @ 12.67 hrs, Volume= 3.490 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span=5.00-20.00 hrs, dt= 0.05 hrs ' Reach 5R: combined Hydrograph ' - - --- -- - ■Inflow w Area` 539 --- --- --- --- 3.12 cfs - _-. 0 Outflow 24 I fifi _ 23.12 cfs -- - - 22 ------- ---- --- ,-------- ---- ---- - ------ --------- , 20 --------'---- ------------ --- ------- ------- ---1-- - 16 1 - - -- ---- ---- - - -- - --- --- -—--- --- , N 14 - - ------------ --- - ------- ----,---- --- - ------- 0 12 ------ -- -- - -- - --- --------- , 10 -------- -- ----,--- 8 __ _.- --- -- - --- ---_ -.----- - , g ---- _ -- 4- 2 ' 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) APPENDIX B ' Watershed Computations (Post-Development Drainage HydroCAD Report) 1 Developed Area (2007 Developed Area (w/ Report) Parking & BLD add-on) 1 1 1 1P 2P A 1 2007 proposed basin As-Built Water Quality Basin 3P 1 1 As-Built Forebay 1 1 Subc&t Reach POn Link Routing Diagram for 2282.A-Poposed Conditions(2007 Report Remodel w.BLD&PRK Expansion) 1 Prepared by Hewlett-Packard Company, Printed 3/9/2017 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC 1 1 ' 2282.A - Poposed Conditions (2007 Report Remodel w. BLD Type 11124-hr 2 Rainfall=3.20" Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 2 ' Summary for Subcatchment 1 S: Developed Area (2007 Report) Runoff = 38.85 cfs @ 12.36 hrs, Volume= 4.250 af, Depth> 0.89" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Rainfall=3.20" ' Area (ac) CN Description 7.190 39 >75%Grass cover, Good, HSG A ' 23.800 61 >75%Grass cover, Good, HSG B 24.410 98 Impervious 2.090 30 Woods, Good, HSG A 57.490 73 Weighted Average ' 33.080 57.54% Pervious Area 24.410 42.46% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.4 Direct Entry, ' Subcatchment 1S: Developed Area (2007 Report) Hydrograph ' 42 -- ---- -- -- -- -- -- --- ■Runoff 40 36 85 cfs 38 - - - --- - - T� 411124=h-r- 36 --- ---- - --'- ----- --- -----p-- ------ - --'---- ' 34 --- ----- --- >-- -- -- ---__ =--2-Raax>Ifa11_3.2Q��_ R 30 --- -- - - ---- - - -taro#fArea-57�4�Q;a 28 --- ---- --- - -. — --- ---- --- --- - - -- - Runof_Voulm - ;25 a1 - 26 __ _ e-4 ' 24 _ Runoff De _th�0 89" 22 - - -- 0 20 --- ---- -- -- -- - ---- --- - --- - - - -T23:4- irr- U. 18 -- - -- - - --- - - - -- ----- - -- /�-w-'--'--- 16 ---CN=73 - 14 ------------ ------ 12 --- --------- - -- -- -------------------- - ---- - 18 --- ----- - -- -- -- - --- --- -- ------- 4 --- ---- ------ --- - ---- --- --- 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2282.A- Poposed Conditions (2007 Report Remodel w. BLD Type 11124-hr 2 Rainfall=3.20" , Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Paae 3 Summary for Subcatchment 2S: Developed Area (w/ Parking & BLD add-on) , 11.2% Increase in Impervious Area Runoff = 49.78 cfs @ 12.35 hrs, Volume= 5.291 af, Depth> 1.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt=0.05 hrs ' Type III 24-hr 2 Rainfall=3.20" Area (ac) CN Description 6.860 39 >75%Grass cover, Good, HSG A ' 17.920 61 >75%Grass cover, Good, HSG B 30.850 98 Impervious 1.860 30 Woods, Good, HSG A ' 57.490 77 Weighted Average 26.640 46.34% Pervious Area 30.850 53.66% Impervious Area , Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.4 Direct Entry, ' Subcatchment 2S: Developed Area (w/ Parking & BLD add-on) Hy drog rah ' --- ---- -------- ---- --- - -- ----,---------------------------- --- 55 --- - ■Runoff --- - - - -- 49 cf5 - -- -- - Type III 24 hr - --- 50 -- --- - - 45 2 Rainfall=3.20" 40 ----- - Runoff Area 57.4901ac , 35 Runoff', Volu_ m_ e_=5 291 of - --- - -- ---- - - ----- --------- -- - # De --------A-- , 30 Runoff >1.1 LL 25 - - -- Tc=23.4 min 20 --- ------- --- - ------ ----- ----- --CN-77 --- - - ------------- - ---- - -----------------------I--- - -- 15 --- - -------- ------- -- -- -- - --------- - ---- ---------- - 10 -- - - ---------- ---- - -- -- - -- ------- ---- 5 - , 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 ' Time (hours) 2282.A - Poposed Conditions (2007 Report Remodel w. BLD Type ///24-hr 2 Rainfal1=3.20" ' Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Paoe 4 ' Summary for Pond 1 P: 2007 proposed basin Inflow Area= 57.490 ac, 42.46% Impervious, Inflow Depth > 0.89" for 2 event ' Inflow 38.85 cfs @ 12.36 hrs, Volume= 4.250 of Outflow 2.83 cfs @ 16.47 hrs, Volume= 1.737 af, Atten= 93%, Lag=246.7 min Primary = 2.83 cfs @ 16.47 hrs, Volume= 1.737 of ' Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev=63.16' @ 16.47 hrs Surf.Area=44,838 sf Storage= 119,198 cf ' Plug-Flow detention time= 234.4 min calculated for 1.737 of (41%of inflow) Center-of-Mass det. time= 140.1 min ( 974.0 - 833.9 ) ' Volume Invert Avail.Storage Storage Description #1 60.00' 967,250 cf Custom Stage Data(Prismatic) Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 60.00 30,870 0 0 62.00 39,380 70,250 70,250 ' 64.00 48,770 88,150 158,400 66.00 54,710 103,480 261,880 68.00 59,832 114,542 376,422 ' 70.00 67,004 126,836 503,258 72.00 73,055 140,059 643,317 74.00 80,990 154,045 797,362 76.00 88,898 169,888 967,250 Device Routing Invert Outlet Devices #1 Primary 60.00' 15.0" Round Culvert L= 300.0' Ke= 0.600 ' Inlet/Outlet Invert= 60.00'/58.50' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 60.00' 8.0"Vert. Orifice/Grate C= 0.600 ' ZPrimary OutFlow Max=2.83 cfs @ 16.47 hrs HW=63.16' (Free Discharge) tCulvert (Passes 2.83 cfs of 6.20 cfs potential flow) 2_Orifice/Grate (Orifice Controls 2.83 cfs @ 8.10 fps) 2282.A - Poposed Conditions (2007 Report Remodel w. BLD Type W 24-hr 2 Rainfall=3.20" , Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCAD® 10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 5 Pond 1 P: 2007 proposed basin , Hydrograph - -- --- -- --- ---- - -- --- - --- ■Inflow ' 42 - -- --- -_ 38.85 cfs - -- -- -- -- ■Primary 40 ------------ ----- ---- --- -In#low ►rea-57.490-ac 38 ------------ --------------------------------.. 36 -- -- --- -Peak-Elev-6 ' - 34 - -- --- --- - 32 -- ---- ---- ---- 30 -- -- ---- - ---Storage-t-�19 �f- 28 - -- -- -- -- _ 26 - --- -- - -- --- --- --- --- - - --- ' M 24 -- --... , ---- - --- -----',--- ---------------- 1 3 22 -------- ------- - - - --- ----: ----------------- ----- 0 20 - --- --- ' - -- --- --- -- --- , u. 18 -- --- --- - =- --- - 16 - --- --- -- -- - 14 ---=------------- --- -- --- - - 12 - - -- ------- ------- -- ------- --- --- -- . -- -- 10 - --- ---- - -- --- ---- ---- -- _--- ------_ , 8 - --- -- -- --- --- -- -- --- 6 - - -- -- -- -- -- --- -- --- 4 �� � 2.83 cfs 2 ,0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1 ' 2282.A- Poposed Conditions (2007 Report Remodel w. BLD Type ///24-hr 2 Rainfall=3.20" Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 6 1 Summary for Pond 2P: As-Built Water Quality Basin Inflow Area= 57.490 ac, 53.66% Impervious, Inflow Depth > 1.10" for 2 event 1 Inflow 49.78 cfs @ 12.35 hrs, Volume= 5.291 of Outflow 3.07 cfs @ 16.68 hrs, Volume= 1.908 af, Atten= 94%, Lag=260.1 min Primary = 3.07 cfs @ 16.68 hrs, Volume= 1.908 of ' Routing by Stor-Ind method, Time Span=5.00-20.00 hrs, dt= 0.05 hrs Peak Elev=63.67' @ 16.68 hrs Surf.Area=49,536 sf Storage= 157,006 cf ' Plug-Flow detention time= 239.9 min calculated for 1.902 of (36%of inflow) Center-of-Mass det. time= 147.4 min ( 971.8 - 824.4) 1 Volume Invert Avail.Storage Storage Description #1 60.00' 1,079,389 cf Custom Stage Data(Prismatic) Listed below(Recalc) 1 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 60.00 35,276 0 0 62.00 43,889 79,165 79,165 ' 64.00 50,666 94,555 173,720 66.00 57,703 108,369 282,089 68.00 65,333 123,036 405,125 ' 70.00 73,451 138,784 543,909 72.00 82,016 155,467 699,376 74.00 92,557 174,573 873,949 76.00 112,883 205,440 1,079,389 Device Routing Invert Outlet Devices #1 Primary 60.00' 15.0" Round Culvert L= 300.0' Ke=0.600 ' Inlet/Outlet Invert= 60.00'/58.50' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 60.00' 8.0"Vert. Orifice/Grate C=0.600 #3 Device 1 71.37' 2.5"x 17.0" Horiz. Orifice/Grate X 16.00 C=0.600 ' Limited to weir flow at low heads rimary OutFlow Max=3.07 cfs @ 16.68 hrs HW=63.67' (Free Discharge) 1 Culvert (Passes 3.07 cfs of 6.65 cfs potential flow) 2_Orifice/Grate (Orifice Controls 3.07 cfs @ 8.79 fps) 3_Orifice/Grate ( Controls 0.00 cfs) 1 1 i 1 2282.A- Poposed Conditions (2007 Report Remodel w. BLD Type 11124-hr 2 Rainfall=3.20" ' Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 7 Pond 2P: As-Built Water Quality Basin , Hydrograph 55 - -- ---- -- -------- --- --- --- ---- ■Inflow ' as.78 cfs ■Primary -- _ - I of hw Are''a-57.460_ac_ P a 40 - - - - --- - --- -age-_1-57;006-cf- v, 35 - -- --- --- --- ----- --- - - --- - --- , u30 ------------=---- ---,_- 3 LL 25 -- -- --- ----- -- -- - - --- -- ---- --- , 15 -- --- - -- - --- --,, -- --- --- - --- ' 10 - -- ---- ---- -- ---- - --- ---- ----- 5 3.07 cfs 0 ' 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1 ' 2282.A - Poposed Conditions (2007 Report Remodel w. BLD Type M 24-hr 2 Rainfall=3.20" Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 8 ' Summary for Pond 3P: As-Built Forebay * Volume Included in As-Built Water Quality Basin (Node 2P) 1 Volume Invert Avail.Storage Storage Description 1 #1 52.00' 117,010 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store 1 (feet) (sq-ft) (cubic-feet) (cubic-feet) 52.00 403 0 0 54.00 9,646 10,049 10,049 56.00 14,080 23,726 33,775 58.00 19,738 33,818 67,593 60.00 29,679 49,417 117,010 1 1 1 1 1 i 1 2282.A - Poposed Conditions (2007 Report Remodel w. BL Type 11124-hr 10 Rainfall=4.70" , Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1 S: Developed Area(2007 Report) ' Runoff = 85.58 cfs @ 12.34 hrs, Volume= 8.998 af, Depth> 1.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=5.00-20.00 hrs, dt= 0.05 hrs ' Type III 24-hr 10 Rainfall=4.70" Area(ac) CN Description ' 7.190 39 >75%Grass cover, Good, HSG A 23.800 61 >75%Grass cover, Good, HSG B 24.410 98 Impervious 2.090 30 Woods, Good, HSG A 57.490 73 Weighted Average 33.080 57.54% Pervious Area ' 24.410 42.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 23.4 Direct Entry, Subcatchment 1S: Developed Area (2007 Report) ' Hydrograph 95 ----'---- - -- ---- --------- --— - -'---- ■Runoff 90 - - 85.58 cfs ' 85 - - - --- ---- ----- Type11t 24 hr- 80 -- - ----- - ■ 75 --- ---- --- '------ ---- ----'- --'--- ------'-- - 1-0---R-a-i-n-f-a--l1--.-4--7--0 70 - -- -- - furroff Area-57.490-a--c65 ---- 60 -- --- Runoff=Volume-a998 o"f- - '■ 0 55 -- -- --- - ------R------f-f- - -50 - - -- --- oDep-- 45 --- - --------- --- T-c23-4-min- v_ - 35 - - ---- CN=73- 30 --- -- -- --- -- --- - -- -- 25 ---------- ---- 20 - ------- --- --- - --- - - --- -- - -- - --- ---- ----- ' 15 ------- - - --- -- -- --- -- - --------r — .---- ---- 10 --- -- - - --- -- --- -- --- 5 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2282.A - Poposed Conditions (2007 Report Remodel w. BL Type 11124-hr 10 Rainfall=4.70" Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 2S: Developed Area (w/ Parking & BLD add-on) Runoff = 100.34 cfs @ 12.33 hrs, Volume= 10.501 af, Depth> 2.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Rainfall=4.70" tArea(ac) CN Description 6.860 39 >75%Grass cover, Good, HSG A ' 17.920 61 >75%Grass cover, Good, HSG B 30.850 98 Impervious 1.860 30 Woods Good HSG A 57.490 77 Weighted Average ' 26.640 46.34% Pervious Area 30.850 53.66% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.4 Direct Entry, ' Subcatchment 2S: Developed Area (w/ Parking & BLD add-on) Hydrograph ' 110 -- -- -- -- --- - - - - - - -- ■Runoff 105 -__.-. - - - -- `- -- --, 10-0.34 cfs — - --- -- ---- 100 -- -- ------- -- - - --- -- _ -- --- Type-H i 24=te_r- - __- ' 90 - -- - -- ---- --- --- - f ---- ---10 RairttfaH=4:70''- 80 - ------ -----Runoff-Area--47.490-�ac- 70 -- -- --- ---- -------- - Ru-noff Uolume=10.5Q1_-a-f ' 88 -- ---- -- ---------- ---,-Runf Depfh>2:j "- 55 ------ - -- - - -- - ------ - ----- - LL 50 ----- ---- ---- Tc23.4 min ' 45 - - -- --- -- ------ - --- - --- ----CN-77- 40 -- ---- -- -- - ----- - - - I - - - - -- ---,--- 35 ---------- - --- - - - ----- -----'- --------- 30 ------------------ --- - - -- ---- ----------------------;---- ' 25 -- -- ------ - -- -- -- - 20 --- - -- ---=-- --- -- --- ---- -- - 15 - -' ---=------ ------------'- ------ -----=--------'--- '---- 10 ------------- - ------- -- ---5 ,--- -- -- --- ----- 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2282.A - Poposed Conditions (2007 Report Remodel w. BL Type 11124-hr 10 Rainfall=4.70" ' Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 3 Summary for Pond 1 P: 2007 proposed basin ' Inflow Area= 57.490 ac, 42.46% Impervious, Inflow Depth > 1.88" for 10 event Inflow = 85.58 cfs @ 12.34 hrs, Volume= 8.998 of ' Outflow = 4.15 cfs @ 17.44 hrs, Volume= 2.639 af, Atten= 95%, Lag=306.3 min Primary = 4.15 cfs @ 17.44 hrs, Volume= 2.639 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs ' Peak Elev= 66.42' @ 17.44 hrs Surf.Area= 55,786 sf Storage=285,102 cf Plug-Flow detention time=245.1 min calculated for 2.630 of (29%of inflow) ' Center-of-Mass det. time= 149.6 min ( 967.0 -817.5) Volume Invert Avail.Storage Storage Description ' #1 60.00' 967,250 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 60.00 30,870 0 0 62.00 39,380 70,250 70,250 64.00 48,770 88,150 158,400 ' 66.00 54,710 103,480 261,880 68.00 59,832 114,542 376,422 70.00 67,004 126,836 503,258 72.00 73,055 140,059 643,317 1 74.00 80,990 154,045 797,362 76.00 88,898 169,888 967,250 Device Routing Invert Outlet Devices ' #1 Primary 60.00' 15.0" Round Culvert L= 300.0' Ke= 0.600 Inlet/Outlet Invert= 60.00'/58.50' S= 0.0050 '/' Cc= 0.900 ' n= 0.013, Flow Area= 1.23 sf #2 Device 1 60.00' 8.0"Vert. Orifice/Grate C= 0.600 znmary OutFlow Max=4.15 cfs @ 17.44 hrs HW=66.42' (Free Discharge) ' LCulvert (Passes 4.15 cfs of 8.68 cfs potential flow) 2_Orifice/Grate (Orifice Controls 4.15 cfs @ 11.88 fps) 1 1 i 1 ' 2282.A - Poposed Conditions (2007 Report Remodel w. BL Type 11124-hr 10 Rainfall=4.70" Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 4 ' Pond 1 P: 2007 proposed basin Hydrograph ' 95 - --- -_ _ -- -- - - --- -- - --- ■Inflow e5.5a cis - _ - - - ■Primary 90 - - -- -- --- fYflow-Area-57.490- 85 -- - - - - -- - ac- - - - --- - - $5 - -- -- - - - - - POak�-EIev=66.42' - ,--- - 70 _ - --- Storag -2& 02 c -- 65 ---- ---- ---- - �--- 60 --- - - - - - ---- ---- -- -- w 55 -- --- -, - - ----'--- ---- -:------- - ---------------- 50 c45 --- --- -- - -- - - -- -- --- -- LL 40 35 30 --- ------ -- -- - - ----- -- - - -- -- -- 25 - -- -- - - -- 20 --- - - -- ---- - -- --- ---- ------- 15 ------------- --- -'---- ----------- - 10 5 4.15cfs W. 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1 2282.A - Poposed Conditions (2007 Report Remodel w. BL Type ///24-hr 10 Rainfall=4.70" ' Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 5 Summary for Pond 2P: As-Built Water Quality Basin ' Inflow Area= 57.490 ac, 53.66% Impervious, Inflow Depth > 2.19" for 10 event Inflow = 100.34 cfs @ 12.33 hrs, Volume= 10.501 of , Outflow = 4.34 cfs @ 17.58 hrs, Volume= 2.813 af, Atten= 96%, Lag=314.8 min Primary = 4.34 cfs @ 17.58 hrs, Volume= 2.813 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs ' Peak Elev= 67.01'@ 17.58 hrs Surf.Area= 61,565 sf Storage=342,453 cf Plug-Flow detention time= 252.6 min calculated for 2.813 of (27%of inflow) I Center-of-Mass det. time= 153.0 min ( 962.4 -809.3 ) Volume Invert Avail.Storage Storage Description ' #1 60.00' 1,079,389 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 60.00 35,276 0 0 62.00 43,889 79,165 79,165 64.00 50,666 94,555 173,720 , 66.00 57,703 108,369 282,089 68.00 65,333 123,036 405,125 70.00 73,451 138,784 543,909 ' 72.00 82,016 155,467 699,376 74.00 92,557 174,573 873,949 76.00 112,883 205,440 1,079,389 Device Routing Invert Outlet Devices #1 Primary 60.00' 15.0" Round Culvert L= 300.0' Ke= 0.600 Inlet/Outlet Invert= 60.00'/58.50' S= 0.0050 '/' Cc= 0.900 , n= 0.013, Flow Area= 1.23 sf #2 Device 1 60.00' 8.0"Vert.Orifice/Grate C= 0.600 #3 Device 1 71.37' 2.5"x 17.0" Horiz. Orifice/Grate X 16.00 C= 0.600 Limited to weir flow at low heads ' rimary OutFlow Max=4.34 cfs @ 17.58 hrs HW=67.01' (Free Discharge) Culvert (Passes 4.34 cfs of 9.05 cfs potential flow) Culvert (Orifice Controls 4.34 cfs @ 12.44 fps) , _Orifice/Grate ( Controls 0.00 cfs) ' 2282.A - Poposed Conditions (2007 Report Remodel w. BL Type ///24-hr 10 Rainfall=4.70" Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 6 ' Pond 2P: As-Built Water Quality Basin Hydrograph - --- -- ---- -- - -- -- ■Inflow 110 - 100.34ofs - ■Primary 105 --- - ---100 -- -Inflow- ---- ---- _- Inflow ----a-5�:490�c=_ 95 _--, ---- _ __- _P - 90 yak=Eiw-6�,Q1_'=_ --- - 80 --- _ - --- Sto_a9e,342,453 cf _ 75 -- --- -- - -- - --- -- --- - --- 70 w 65 - - -- -- --- ---- - --- 60 55 ------- -- -- - ---- -1- ' LL 50 - -- --- --- -- --- - -- - -- -- --- -- -- -- 45 40 - --- --' ---=----- -- ------ - _ 35 --- ---- --- -- -- - --.-------- -- - --- ---- ' 30 --- -- ---- -- --, 25 --- --- -�-- 20 ---- --,---- ------ 15 -- -- -- -- -- - - -- - --- _- ----- _- ' 10 4AM.k 5 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2282.A - Poposed Conditions (2007 Report Remodel w. BL Type 111 24-hr 25 Rainfall=5.50" Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 1S: Developed Area (2007 Report) ' Runoff = 112.99 cfs @ 12.33 hrs, Volume= 11.830 af, Depth> 2.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Rainfall=5.50" Area (ac) CN Description , 7.190 39 >75% Grass cover, Good, HSG A 23.800 61 >75%Grass cover, Good, HSG B 24.410 98 Impervious ' 2.090 30 Woods, Good, HSG A 57.490 73 Weighted Average 33.080 57.54% Pervious Area , 24.410 42.46% Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (ft/sec) (cfs) 23.4 Direct Entry, Subcatchment 1S: Developed Area(2007 Report) , Hydrograph 125 -- - -- -- __ -- -- -- ' 120 -- -- - -- -- --- --- -- - -- - - - ■Runoff 115 - -- - -- tt2sscis - -- --- - - -- 110 ------- -- ---- - ------Type-Ill-24hr-- 105 --------- - -- - --- ---- ---- 100 -- --- - - - - -- -25 Rainfall-5.5V- 90 -- --- -- - --- - -Runoff-Area_57:490-'�ac 85 --. -=-------------------------------- 85 - - _ -- - --- --- _ Bunoff-Volume---- 8 ----- _ ' 65 ------ -- -- -- --- -runoff Depth>2.47'_ 0 60 -- ---- -- -- - -- -- ------- ----TC-23.4min LL 55 -- --- - - - - -- -'- -- - ' -- - ---CN_7'3= 40 -- -- ------------- -- ---- -- - - --- 35 - -------- - ---- ------ -- ---- 30 - -- -- - - -- ' 25 --- -- --- - - --- 20 -- --- --' --- ---- -- - 15 ---- r- --------- - ------ - 10 - --- - --- - -- -------------' - ---------- ' ---'---- ----L- 5 ------ ' 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 2; Time (hours) ' 2282.A- Poposed Conditions (2007 Report Remodel w. BL Type 111 24-hr 25 Rainfall=5.50" Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 8 ' Summary for Subcatchment 2S: Developed Area (w/ Parking & BLD add-on) Runoff = 129.15 cfs @ 12.33 hrs, Volume= 13.529 af, Depth> 2.82" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Rainfall=5.50" ' Area (ac) CN Description 6.860 39 >75%Grass cover, Good, HSG A ' 17.920 61 >75% Grass cover, Good, HSG B 30.850 98 Impervious 1.860 30 Woods, Good, HSG A 57.490 77 Weighted Average ' 26.640 46.34% Pervious Area 30.850 53.66% Impervious Area ' Tc Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) (ft/sec) (cfs) 23.4 Direct Entry, ' Subcatchment 2S: Developed Area (w/ Parking & BLD add-on) Hydrograph ---- -- --- - -- 140 ■Runoff -- - -- - - T- 129.15cfs -- '- '-- 130 -- — -- -- ------ - -- ---- - --- --------Type-11124=hr- 120 ' - - -- -25 RainfaH_5.-50"- ,10 -- -- - 100 - -- - - Runoff area--57:490-ac- 90 Runoff_Volume l 529 of --- _- 80 Runoff Depth>2.82"_ 70 ---- -- -- ---- -- ----- --Tc=23.4.1Min- ' LL 60 ----- --- - ---'- ---- -E 50 IV-77- 40 - -- ---- - -- 30 -- -- - 20 - 1U ---- 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2282.A - Poposed Conditions (2007 Report Remodel w. BL Type 11124-hr 25 Rainfall=5.50" , Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 9 Summary for Pond 1 P: 2007 proposed basin ' Inflow Area= 57.490 ac, 42.46% Impervious, Inflow Depth > 2.47" for 25 event Inflow = 112.99 cfs @ 12.33 hrs, Volume= 11.830 of , Outflow = 4.72 cfs @ 17.80 hrs, Volume= 3.054 af, Atten= 96%, Lag=328.2 min Primary = 4.72 cfs @ 17.80 hrs, Volume= 3.054 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs ' Peak Elev= 68.20'@ 17.80 hrs Surf.Area= 60,562 sf Storage=388,680 cf Plug-Flow detention time= 250.0 min calculated for 3.044 of (26%of inflow) ' Center-of-Mass det. time= 150.8 min ( 962.2 -811.4) Volume Invert Avail.Storage Storage Description #1 60.00' 967,250 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 60.00 30,870 0 0 62.00 39,380 70,250 70,250 64.00 48,770 88,150 158,400 ' 66.00 54,710 103,480 261,880 68.00 59,832 114,542 376,422 70.00 67,004 126,836 503,258 , 72.00 73,055 140,059 643,317 74.00 80,990 154,045 797,362 76.00 88,898 169,888 967,250 Device Routing Invert Outlet Devices , #1 Primary 60.00' 15.0" Round Culvert L=300.0' Ke= 0.600 Inlet/Outlet Invert= 60.00'/58.50' S= 0.0050 '/' Cc= 0.900 ' n= 0.013, Flow Area= 1.23 sf #2 Device 1 60.00' 8.0"Vert. Orifice/Grate C=0.600 rimary OutFlow Max=4.72 cfs @ 17.80 hrs HW=68.20' (Free Discharge) , t-Cuivert (Passes 4.72 cfs of 9.77 cfs potential flow) 2=Orifice/Grate (Orifice Controls 4.72 cfs @ 13.51 fps) 1 ' 2282.A - Poposed Conditions (2007 Report Remodel w. BL Type ///24-hr 25 Rainfall=5.50" Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 10 Pond 1 P: 2007 proposed basin Hydrograph ' 125 - -- --- - -- -- - --- ■Inflow if2sscfs ---- _ ■Primary 115 —G /� 110 ------ - ---- --- Ci-- 95 -- --- ---- ---- --- . 85 -- --- -- - -- -- --- ---. - -- 80 75 70 ------ -------- -- ---- -- --- ----------------------------- 65 ------ ---------- -- ---- ------------ -- -------- ------ -- ' ; 50 - -- -- - -- - -- - -- --- LL 55 50 �i 45 ---- - - ----- - --- -- --- -, 40 --- ----- ------------- -- ------- -_---------------- ----- - -- -- -- -- -- - -- --- 25 - - --- ........ ..... --- 20 - ---------- --------- -- - -- ---------------- ----- 15 - - --- r --- -- -- -- ---= ' 10 5 4.72 cfs 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2282.A- Poposed Conditions (2007 Report Remodel w. BL Type 11124-hr 25 Rainfall=5.50" , Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 11 Summary for Pond 2P: As-Built Water Quality Basin ' Inflow Area= 57.490 ac, 53.66% Impervious, Inflow Depth > 2.82" for 25 event Inflow = 129.15 cfs @ 12.33 hrs, Volume= 13.529 of Outflow = 4.87 cfs @ 17.92 hrs, Volume= 3.222 af, Atten= 96%, Lag= 335.6 min Primary = 4.87 cfs @ 17.92 hrs, Volume= 3.222 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs , Peak Elev= 68.74'@ 17.92 hrs Surf.Area=68,346 sf Storage=454,738 cf Plug-Flow detention time=258.8 min calculated for 3.222 of (24%of inflow) , Center-of-Mass det. time= 152.8 min (956.5 - 803.7) Volume Invert Avail.Storage Storage Description ' #1 60.00' 1,079,389 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 60.00 35,276 0 0 62.00 43,889 79,165 79,165 64.00 50,666 94,555 173,720 , 66.00 57,703 108,369 282,089 68.00 65,333 123,036 405,125 70.00 73,451 138,784 543,909 ' 72.00 82,016 155,467 699,376 74.00 92,557 174,573 873,949 76.00 112,883 205,440 1,079,389 Device Routing Invert Outlet Devices , #1 Primary 60.00' 15.0" Round Culvert L= 300.0' Ke= 0.600 Inlet/Outlet Invert= 60.00'/58.50' S= 0.0050 '/' Cc= 0.900 ' n= 0.013, Flow Area= 1.23 sf #2 Device 1 60.00' 8.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 71.37' 2.5"x 17.0" Horiz. Orifice/Grate X 16.00 C= 0.600 Limited to weir flow at low heads , rimary OutFlow Max=4.87 cfs @ 17.92 hrs HW=68.74' (Free Discharge) 5=Culvert (Passes 4.87 cfs of 10.07 cfs potential flow) 2_Orifice/Grate (Orifice Controls 4.87 cfs @ 13.96 fps) ' 3_Orifice/Grate ( Controls 0.00 cfs) 1 ' 2282.A- Poposed Conditions (2007 Report Remodel w. BL Type 11124-hr 25 Rainfall=5.50" Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 12 ' Pond 2P: As-Built Water Quality Basin Hydrograph ' ---- -- --- - - - -- ----- ■Inflow -- 140 tz9.15crs ■Primary 130 -- ---- ----- -_--- --Inf low;Arch-57.49aac- ' 120 -- - -- - ----- -- -beak-E1ev-68.74'-- 110 =- -- - -- --- -- Storage=454,738-- 100 ---- 90 ----- ------ -- ------ -- -- ---------;---- N ------ -- -- _. 80 - ----- ----- ---- v ---- - -- - -- ----- ---= ---- c 70 -- -- ---- - ---- a60 -- ----- ---- -- - - --- ---- --- ------- - - ------- -- ----- -- - -- --- - -- - 50 I 40 -- --- ----- - - - - -- ----- ------- 30 ' 10 a.e�crs 01. 7 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2282.A- Poposed Conditions (2007 Report Remodel w. B Type 11124-hr 100 Rainfall=6.90" ' Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 1S: Developed Area (2007 Report) ' Runoff = 163.20 cfs @ 12.33 hrs, Volume= 17.100 af, Depth> 3.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr 100 Rainfall=6.90" Area(ac) CN Description , 7.190 39 >75% Grass cover, Good, HSG A 23.800 61 >75%Grass cover, Good, HSG B ' 24.410 98 Impervious 2.090 30 Woods, Good, HSG A 57.490 73 Weighted Average 33.080 57.54% Pervious Area ' 24.410 42.46% Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/f0 (ft/sec) (cfs) 23.4 Direct Entry, Subcatchment 1S: Developed Area (2007 Report) , Hydrograph 180 -- ---_ __ _'_- --- '---- -- - -- --- -- ■Runoff ' 170 _.- - __ 163.20 cfs _ 160 -- - ----- ------ - ----- Type-Ill-24-hr- 150 --- ----------------- -- -- --- --- -1-001�ainfaFl-�.90' , 140 -- --ainf - ------ 130 - -- -_ - ---- ---- --- _ ----Runoff-Area=57.4-90-ac- 120 - --- Runoff Nolume_t7.100 110 - - --- -- --- - --- - --- of , --------- -- - ---- - 100 - -- Runoff Depth;>3.57" 3 90 ---- - - ---- --- - --------- -Tc=23.4 min- E 80 70 --- - - -- ---- - - --- -- - r-- CN=73_ 60 -- ----- — --------- --=--- -- 50 -- -- - - - - ----' -- -- - - - -- - -- - 40 - - --------- -'- - --- 30 20 __ --- ----------- -- -- ---=-- 10 '0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ' 2282.A- Poposed Conditions (2007 Report Remodel w. B Type 11124-hr 100 Rainfall=6.90" Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 14 ' Summary for Subcatchment 2S: Developed Area (w/ Parking & BLD add-on) Runoff = 181.34 cfs @ 12.32 hrs, Volume= 19.084 af, Depth> 3.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Rainfall=6.90" Area (ac) CN Description 6.860 39 >75%Grass cover, Good, HSG A ' 17.920 61 >75%Grass cover, Good, HSG B 30.850 98 Impervious 1.860 30 Woods, Good, HSG A 57.490 77 Weighted Average ' 26.640 46.34% Pervious Area 30.850 53.66% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 23.4 Direct Entry, ' Subcatchment 2S: Developed Area(w/ Parking & BLD add-on) Hydrograph ' 190 --- --- -- -- -- --- --- --- - --- - - -- --- 190 ■Runoff 181.34 cfs - - 180 - -- --- - - ------- ----- - Type-Nl-24-hr 170 ------------ - ---- --- - ----- - ------ ' 160 - - -- ---- - -----Runoff 6.9 --- 150 _- _ Runoff Area-57.490 ac- 140 ---,- - -------- ----- ----- ' 130 --- - --- -- --- --- - - - � = -- -of-. 120 -- --- - ---- - -- AU-----�e 19 084 110 - - unoff DepthA.98" 100 ---- -- - - - ---- - 90 -- --- ---- 4 t71in_ 80 ---- ---- -- -=- -- -- ---' -- -- CN-77-. 70 ------------- ------------ - --- 60 - --------—-------------- - -- -- --- 50 40 - - ---- - - ----- -- --- - --- - ---- -- 30 - - -------- ------- - ---- 20 ---------- --- ---- - --- - -- - 10 ---- 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2282.A- Poposed Conditions (2007 Report Remodel w. B Type 111 24-hr 100 Rainfall=6.90" , Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCADG 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 15 Summary for Pond 1 P: 2007 proposed basin ' Inflow Area= 57.490 ac, 42.46% Impervious, Inflow Depth > 3.57" for 100 event Inflow = 163.20 cfs @ 12.33 hrs, Volume= 17.100 of , Outflow = 5.54 cfs @ 18.30 hrs, Volume= 3.702 af, Atten= 97%, Lag= 358.6 min Primary = 5.54 cfs @ 18.30 hrs, Volume= 3.702 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs ' Peak Elev= 71.21'@ 18.30 hrs Surf.Area= 70,676 sf Storage=586,807 cf Plug-Flow detention time=259.9 min calculated for 3.702 of (22%of inflow) I Center-of-Mass det. time= 150.1 min (953.3 - 803.2 ) Volume Invert Avail.Storage Storage Description , #1 60.00' 967,250 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) , 60.00 30,870 0 0 62.00 39,380 70,250 70,250 64.00 48,770 88,150 158,400 , 66.00 54,710 103,480 261,880 68.00 59,832 114,542 376,422 70.00 67,004 126,836 503,258 ' 72.00 73,055 140,059 643,317 74.00 80,990 154,045 797,362 76.00 88,898 169,888 967,250 Device Routing Invert Outlet Devices , #1 Primary 60.00' 15.0" Round Culvert L= 300.0' Ke= 0.600 Inlet/Outlet Invert= 60.00'/58.50' S= 0.0050 '/' Cc= 0.900 ' n= 0.013, Flow Area= 1.23 sf #2 Device 1 60.00' 8.0"Vert. Orifice/Grate C=0.600 Primary OutFlow Max=5.54 cfs @ 18.30 hrs HW=71.21' (Free Discharge) , L1=Culvert (Passes 5.54 cfs of 11.37 cfs potential flow) L2=Orifice/Grate (Orifice Controls 5.54 cfs @ 15.88 fps) i 2282.A- Poposed Conditions (2007 Report Remodel w. B Type 111 24-hr 100 Rainfall=6.90" Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 16 Pond 1 P: 2007 proposed basin Hydrograph ' 180 - --- -- --- - -- -- ---- ■Inflow -- -_ --_. - - 16320 ofs -_ ---- ■Primary 160 - --- --=--- -- Infl,ow'',Are'a=.57.490-ac-- 150 -_Peak El v=71.2�y-- 140 130 - -- -- --- -- _ -_= stolrage-5$6, 07-cf-- ' 120 - - -- 110 -` .� ---- --- --- 100 90 - - -- --- -- - ' u. 80 - - - 70 ------- ------- - --- - 60 50 - -- - - - -- --- - -- -_- - 40 30 - - - - 20 - ---- 10 5.54 cfs 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2282.A- Poposed Conditions (2007 Report Remodel w. B Type 11124-hr 100 Rainfall=6.90" ' Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 17 Summary for Pond 2P: As-Built Water Quality Basin , Inflow Area = 57.490 ac, 53.66% Impervious, Inflow Depth > 3.98" for 100 event Inflow = 181.34 cis @ 12.32 hrs, Volume= 19.084 of ' Outflow = 8.12 cfs @ 16.95 hrs, Volume= 4.231 af, Atten= 96%, Lag=277.6 min Primary = 8.12 cfs @ 16.95 hrs, Volume= 4.231 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs ' Peak Elev= 71.43' @ 16.95 hrs Surf.Area= 79,592 sf Storage= 653,643 cf Plug-Flow detention time= 273.5 min calculated for 4.217 of (22%of inflow) I Center-of-Mass det. time= 158.7 min (954.6 - 795.8 ) Volume Invert Avail.Storage Storage Description ' #1 60.00' 1,079,389 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 60.00 35,276 0 0 62.00 43,889 79,165 79,165 64.00 50,666 94,555 173,720 , 66.00 57,703 108,369 282,089 68.00 65,333 123,036 405,125 70.00 73,451 138,784 543,909 ' 72.00 82,016 155,467 699,376 74.00 92,557 174,573 873,949 76.00 112,883 205,440 1,079,389 Device Routing Invert Outlet Devices , #1 Primary 60.00' 15.0" Round Culvert L= 300.0' Ke= 0.600 Inlet/Outlet Invert= 60.00'/58.50' S= 0.0050 '/' Cc= 0.900 , n= 0.013, Flow Area= 1.23 sf #2 Device 1 60.00' 8.0"Vert.Orifice/Grate C= 0.600 #3 Device 1 71.37' 2.5"x 17.0" Horiz.Orifice/Grate X 16.00 C= 0.600 Limited to weir flow at low heads ' rimary OutFlow Max=8.35 cfs @ 16.95 hrs HW=71.43' (Free Discharge) 53 Culvert (Passes 8.35 cfs of 11.48 cfs potential flow) 2_Orifice/Grate (Orifice Controls 5.60 cfs @ 16.04 fps) , _Orifice/Grate (Weir Controls 2.75 cfs @ 0.83 fps) ' 2282.A- Poposed Conditions (2007 Report Remodel w. B Type 111 24-hr 100 Rainfall=6.90" Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCAD®10.00-16 s/n 09320 0 2015 HydroCAD Software Solutions LLC Page 18 ' Pond 2P: As-Built Water Quality Basin Hydrograph ' 200 ,-- -- - -- --- - -- - --- --- ■Inflow - 181.34cfs q-j a -- Q(� p-- ■Primary 180 ---- ----- --- -- -- --- -- Inflow;'/''Area -A-9 O' c_- 180 ------ --------1----- -- --- -- --, Peak-Elev_71-A --- S#o - -- 140 --- - --- -- rage-653,643 bf-- 140 ---- ---- -------- - ---=-- -- -- ----- - -- - - - - 130 -- y 120 - - - --- ----- - - -- 110 - ---- ---=-- -- ' ; 190 -- - -- - ---- --- -- IL 90 80 70 ------ -------.,. 60 - ' 50 - - -- -- -- --- -- --- -- --- ------ 40 30 -- - -- - ------— -- ------ ----- ---------- ---- 20 10 8.12 cfs 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) APPENDIX C ' NRCS Soil Map & Data ' t t 1 ' Soil Map—State of Connecticut N (Aldi Distribution Facility-295 Rye Street South Windsor,CT) � a 69M a)m 69=1 69M 69M ceM 70= 700I0D 70= 70= 70am 70=1 7e7600 70D= 41°51'ITN 41°51'5.TN ^ 8 41°5I-N M,.:,�... 41°51'23N 69mm 69M 69M 69970D 699000 69m 700000 700100 70= 70=1 70DW 700MO 70060D 700M) 3 3 ' Nap Sole:1:6,5201f pdnted on A Fandscape(IV'x8.5")slxet Me9ers � & N 0 s0 too zao aoo Ae 3w 600 1200 Man lxo)ection:Web hkaotor Comermmdr a m:WGS84 Edge tics:U,M Zane SBN VVG584 p9 Natural Resources Web Soil Survey 3/9/2017 i� Conservation Service National Cooperative Soil Survey Page 1 of 3 1 . 1 ! Soil Map—State of Connecticut i (Aldi Distribution Facility-295 Rye Street South Windsor,CT) MAP LEGEND MAP INFORMATION 1 Area of Interest(Aol) Spoil Area The soil surveys that comprise your AOI were mapped at Q Area of Interest(AOI) Stony Spot 1:12,000. Soils tb very Stony Spot Warning:Soil Map may not be valid at this scale. 1 0 Soil Map Unit Polygons Wet spot Enlargement of maps beyond the scale of mapping can cause w Soil Map Unit Lines misunderstandingof the detail of mapping Aping and accuracy of soil A Other line placement.The maps do not show the small areas of Soil Map Unit Points contrasting soils that could have been shown at a more detailed Special Line Features 1 Special Point Features scale. V Blowout Water Features r� Streams and canals Please rely on the bar scale on each map sheet for map C9 Borrow Pit measurements. X Transportation Clay Spot ++4 Rails Source of Map: Natural Resources Conservation Service i 0 Closed Depression Web Soil Survey URL: ~ Interstate Highways Coordinate System: Web Mercator(EPSG:3857) Gravel Pit ~ US Routes Maps from the Web Soil Survey are based on the Web Mercator Gravelly Spot Major Roads projection,which preserves direction and shape but distorts 0 Landfill distance and area.A projection that preserves area,such as the 1 Local Roads Albers equal-area conic projection,should be used if more Lava Flow Background accurate calculations of distance or area are required. Marsh or swamp - Aerial Photography This product is generated from the USDA-NRCS certified data as Mine or Quarry of the version date(s)listed below. r�s Soil Survey Area: State of Connecticut 1 ® Miscellaneous Water Survey Area Data: Version 15,Sep 28,2016 Perennial Water Soil map units are labeled(as space allows)for map scales Rock Outcrop 1:50,000 or larger. + saline spot Date(s)aerial images were photographed: Mar 28,2011—Apr 18,2011 °.° Sandy Spot The orthophoto or other base map on which the soil lines were Severely Eroded Spot compiled and digitized probably differs from the background <} sinkhole imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. ' y Slide or Slip Sodic Spot i Natural Resources Web Soil Survey 3/9/2017 , Conservation Service National Cooperative Soil Survey Page 2 of 3 1 1 1 ' Soil Map—State of Connecticut Aldi Distribution Facility-295 Rye Street South Windsor,CT ' Map Unit Legend State of Connecticut(CT600) ' Map Unit Symbol Map Unit Name Acres in AO1 Percent of AO1 13 Walpole sandy loam,0 to 3 2.3 1.0% percent slopes 21A Ninigret and Tisbury soils,0 to 30.4 13.5% 5 percent slopes 23A Sudbury sandy loam,0 to 5 11.9 5.3% ' percent slopes 27A Belgrade silt loam,0 to 5 0.7 0.3% percent slopes ' 29A Agawam fine sandy loam,0 to 47.3 21.0% 3 percent slopes 36A Windsor loamy sand,0 to 3 27.0 12.0% percent slopes ' 103 Rippowam fine sandy loam 13.8 6.1% 107 Limerick and Lim soils 2.6 1.2% 108 Saco silt loam 1.5 0.7% 236B Windsor-Urban land complex, 4.0 1.8% 0 to 8 percent slopes ' 304 Udorthents,loamy,very steep 64.5 28.6% 306 Udorthents-Urban land 9.3 4.1% complex 307 Urban land 9.0 4.0% ' W Water 0.9 0.4% Totals for Area of Interest 225.2 100.0% 1 ' usDA Natural Resources Web Soil Survey 3/9/2017 Conservation Service National Cooperative Soil Survey Page 3 of 3 APPENDIX D , Storm Serer Analyse ' 1 1 1 1 1 1 1 Storm Sewer Tabulation Pagel Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vol 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) N (ft) (ft) (ft) (ft) (ft) (ft) 1 End 157.000 0.20 11.41 0.25 0.05 9.06 10.0 10.6 4.7 104.8 131.2 9.18 48 0.83 60.12 61.43 64.12 64.53 60.12 79.93 Ex.CB-8 to Pond 2 1 280.000 0.58 7.22 0.25 0.15 5.83 10.0 10.0 4.8 90.36 75.82 7.19 48 0.28 61.43 62.21 67.17 68.28 79.93 76.27 Ex.CB-9 to Ex.C 3 2 315.000 0.60 4.21 0.90 0.54 3.79 6.0 6.5 5.6 83.45 102.4 6.64 48 0.51 62.20 63.80 69.45 70.52 76.27 76.16 Ex.CB-10 to Ex. 4 2 110.000 0.82 2.43 0.55 0.45 1.90 8.0 8.0 5.2 9.90 18.92 5.76 24 0.70 72.23 73.00 73.26 74.12 76.27 77.00 Pr.CB-3 to Ex.C 5 4 236.000 1.61 1.61 0.90 1.45 1.45 6.0 6.0 5.7 8.26 15.99 2.63 24 0.50 62.82 64.00 74.12 74.44 77.00 81.35 Pr.MH-2 to Pr.C 6 3 185.000 3.61 3.61 0.90 3.25 3.25 6.0 6.0 5.7 80.86 103.5 6.44 48 0.52 63.80 64.76 71.50 72.08 76.16 78.12 Ex.CB-12 to Ex. 7 1 190.000 0.66 3.99 0.74 0.49 3.18 6.0 8.1 5.2 16.47 15.99 5.79 24 0.50 74.40 75.35 76.10 77.05 79.93 79.40 Pr.CB-1 to Ex.C 8 7 30.000 1.03 3.33 0.60 0.62 2.69 8.0 8.0 5.2 14.01 15.99 4.51 24 0.50 75.35 75.50 77.31 77.40 79.40 79.40 Pr.CB-2 to Pr.CB 9 8 2.30 2.30 0.90 2.07 2.07 6.0 6.0 5.7 11.80 24.37 4.78 24 1.16 75.50 78.75 77.56 79.98 79.40 82.75 Pr.MH-1 to Pr.C 10 6 [80.001 93.000.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 62.33 69.84 6.48 42 0.48 65.04 65.97 72.40 73.15 78.12 78.13 Ex.CB-13 to Ex. * KNOWN FLOW TAKEN FROM LINE SEGMANT 7L-8L (Ex. CB-1 3) OF THE 2007 STORM DRAINGE REPORT STORM SEWER DESIGN TABLE. SEE APPENDIX F. Project File: 2282-Building Expansion Storm Sewer Rev-0.stm Number of lines:10 Run Date: 3/10/2017 NOTES:Intensity=54.74/(Inlet time+10.80)^0.80; Return period=Yrs.10 ; c=cir e=ellip b=box Storm Sewers 00.50 Inlet Report Page 1 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) MR) (ft) (ft) (ft) (ft) (in) 1 Ex.CB-8 0.24 0.00 0.24 0.00 Grate 0.0 0.00 4.62 2.72 1.70 Sag 2.00 0.330 0.330 0.013 0.11 0.34 0.11 0.34 0.0 Off 2 Ex.CB-9 0.70 0.00 0.70 0.00 Grate 0.0 0.00 4.62 2.72 1.70 Sag 2.00 0.330 0.330 0.013 0.23 0.68 0.23 0.68 0.0 Off 3 Ex.CB-10(TYPE 3.08 0.00 3.08 0.00 Comb 4.0 5.83 9.79 5.83 1.68 Sag 2.00 0.210 0.030 0.013 0.41 1.94 0.45 1.94 0.5 Off 4 Pr.CB-3(TYPE II) 2.35 0.00 2.35 0.00 Comb 4.0 5.83 9.79 5.83 1.68 Sag 2.00 0.210 0.030 0.013 0.37 1.76 0.41 1.76 0.5 Off 5 Pr.MH-2 8.26 0.00 0.00 8.26 MH 0.0 0.00 0.00 0.00 0.00 Sag 2.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 Off 6 Ex.CB-12 18.53 0.00 18.53 0.00 Comb 4.0 5.83 9.79 5.83 1.68 Sag 2.00 0.210 0.020 0.013 0.94 28.22 0.99 28.22 0.5 ff 7 Pr.CB-1 (TYPE ll) 2.79 0.00 2.79 0.00 Comb 4.0 5.83 9.79 5.83 1.68 Sag 2.00 0.210 0.017 0.013 0.39 1.87 0.44 1.87 0.5 Off 8 Pr.CB-2(TYPE II) 3.22 11.80 15.02 0.00 Comb 4.0 5.83 9.79 5.83 1.68 Sag 2.00 0.210 0.017 0.013 0.84 26.96 0.89 26.96 0.5 9 Pr.MHA 11.80 0.00 0.00 11.80 MH 0.0 0.00 0.00 0.00 0.00 Sag 2.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 10 Ex.CB-13 62.33* 0.00 62.33 0.00 Comb 4.0 4.00 2.00 2.00 2.00 Sag 2.00 0.050 0.020 0.013 5.05 249.54 5.05 249.54 0.0 Off Project File: 2282-Building Expansion Storm Sewer Rev-O.stm Number of lines:10 Run Date: 3/10/2017 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 00.50 m O SA pN pO ,OpVo O O O O 8 O (D Ste 0+00.00-Outfall C Gmd.EI.60.12 c Inv.El.60.12 In CD x T g 0 Ste 1+57.00-Ln:1 Rim El.79.93 Inv.EI.6143 Out G g Inv.EI.61:43 In i i i Sta 4+37.00-Ln:2 Rim El.76.27 Inv.E.62.21 Out A nv.El.62.20 In m 0 s I V 8 � 0. Sta 7+52.00-Ln:3 a m, Rim El.76.16 I ro Inn EI.63.80 Out w gnv.EI.63.80 In OD tp c a S x Ste 9+37.00-Ln:6 f7 ll � � Rim El 78.12 Inv.El.64.76 Out co A N O m p 8 8 8 8 8 c £ co in O ra 1 APPENDIX E ' Water Quality Volume Calculation , 1 1 Aldi Distribution Facility Building Expansion—DPI Project No.:2282 March 13, 2017 i ' Water ualitCalculations v Volume Per 2004 Connecticut Stormwater Quality Manual, Section 7.4.1: Water Quality Volume (WQV) = 1" R A /12 where: ' R=unitless volumetric runoff coefficient=0.05 +0.009(I), where: I =percent impervious cover of drainage area= (30.85/57.49) = 53.7% ' R= 0.05 +0.009(I) R=0.05 +0.009(53.7) R=0.533 ' A=drainage area in acres =57.49 acres WQV = (1")(R)(A acres)/12 inches per foot ' WQV= (1")(0.534)(57.49 acres)/12 inches per foot WQV= 2.55 acre-feet required Proposed Per the 2004 Connecticut Stormwater Quality Manual, a sites water quality basin should be sized so that 10% (0.26 acre-feet) of the water quality volume can be retained in the for bay& 100% (2.55 acre-feet) can be retained in the permanent pool volume. The existing basin was proven to be sufficient in its current state to maintain these requirements. The for bay and permanent pool provides 0.40 acre-feet(17,364 cft) and 2.68 acre- feet(117,010 cft) of storage below the outlet respectively. See Appendix B for the existing forebay's stage- storage calculations. 1 APPENDIX , 2007 Report References ' 1 1 1 1 1 1 I 1 -_-- - q ' two % a: ` — oo nwe'x.0 "'�'0 m�• 6RI®@RG�AREA 0.fl9 ALDI DIS72?; 770N FACILITY 1 295 R""Mr qV[8 WpplOp, CONMC(ICVL 1 r Stormwater Management Plan , AIdi Distribution Facility 295 Rye Street ' South Windsor,Connecticut Prepared by ' Design Professionals,Inc. 425 Sullivan Avenue , South Windsor,CT 06074 DPI Project No.06-22n November 9,20% Rev. 1M/07 , ' Table of Contents: Page# ' Introduction I Existing Conditions I Proposed Development I ' Erosion/Sedimentation Control Systems I Stormwater Runoff Quality I Conveyance system 2 ' Maintenance and Operation 2 Topographic Contour Maps 2 Floodplain Boundaries 2 - ' Drainage Design 2 Water Quality Calculations 5 Stone Drainage Calculations 5 ' Conclusions 5 Appendices ' TR-55 Analysis-Existing Conditions A fR 55 Analysis-Developed Conditions B ' Detention Basin Design Tables C Hydroflow Routings D Water Quality Calculations E Storm Drainage Calculations F ' RUNOFF CURVE NUMBER COMPUTATION Version 2.00 Project : ALDI-RYE STREET User: GBS Date: 11/07/99 County : HARTFORD State: CT Checked: Date: ' Subtitle: EXISTING CONDITIONS AREA lE ------------------------------------------------------------------------------ Hydrologic Soil Group ' COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- ' FULLY DEVELOPED URBAN AREAS (Veg Estab.) - - Impervious Areas Paved parking lots, roofs, driveways .05(98) .53(98) ' CULTIVATED AGRICULTURAL LANDS Row crops C + Crop residue good 2.35(64) 36.6(74) - - ' OTHER AGRICULTURAL LANDS Woods good .54(30) 1.38(55) - - Total Area (by Hydrologic Soil Group) 2.94 38.5 ------------------------------------------------------ ------------------------ ' TOTALDRAINAGEAREA: 41.45 Acres WEIGHTED CURVE NUMBER: 73* ---------------- - - - * - Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00 , Project : ALDI-RYE STREET User: GBS Date: 11/07/99 County : HARTFORD State: CT Checked: Date: Subtitle: EXISTING CONDITIONS AREA lE ' ------------------------------------------------------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) --- , Sheet 3.2 200 .0047 D 0.561 Shallow Concent'd 800 -0057 U 0.182 Open Channel 80 2 0.011 , Time of Concentration = 0.75* --- Sheet Flow Surface Codes --- ' A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (No Res.) G Grass, Burmuda --- Surface Codes --- C Cultivated < 20 % Res. H Woods, Light P Paved ' D Cultivated > 20 % Res. I Woods, Dense U Unpaved E Grass-Range, Short J Range, Natural * - Generated for use by GRAPHIC method ' GRAPHICAL PEAK DISCHARGE METHOD Version 2.00 Project : ALDI-RYE STREET User: GBS Date: 11/07/99 County : HARTFORD State: CT Checked: Date: Subtitle: EXISTING CONDITIONS AREA lE Data: Drainage Area 41.45 * Acres ' Runoff Curve Number : 73 * Time of Concentration: 0.75 * Hours Rainfall Type III Pond and Swamp Area . NONE I Storm Number I 1 } 2 1 3 1 4 1 5 1 [----------------------1------}------}------}------ ' } Frequency (yrs) I 2 1 10 [ 25 I 50 I 100 1 I l I I I I I 1 24-Hr Rainfall (in) 1 3.2 1 4.7 1 5.5 1 6.2 1 6.9 1 I ! I } } I 1 } Ia/P Ratio } 0.23 } 0.16 } 0.13 1 0.12 ( 0.11 I I I ! I I 1 I I Runoff (in) [ 0.98 [ 2.05 ( 2.68 1 3.26 1 3.85 1 I Unit Peak Discharge 10.479 10.511 10.521 10.528 10.533 } ! (cfs/acre/in) t } } I I I ' } Pond andSwampFactor[ 1.00 ( 1.00 [ 1.00 1 1�00 11�00 1 1 0.0% Ponds Used I I 1 I I I -- - - _ [ -[- -}- -1- -I- -}- -1 } Peak Discharge (cfs) } 20 } 43 } 58 I 71 I 85 } * - Value(s) provided from TR-55 system routines RUNOFF CURVE NUMBER COMPUTATION Version 2.00 , Project : ALDI-RYE STREET User: GBS Date: 11/07/99 County : HARTFORD State: CT Checked: Date: Subtitle: EXISTING CONDITIONS AREA 2E------------------------------------------------------------------------------- , Hydrologic Soil Group COVER DESCRIPTION A B C D , Acres (CPT) ------------------------------------------------------------------------------- CULTIVATED AGRICULTURAL, LANDS Row crops C t Crop residue good - 3.06(74) - - Total Area (by Hydrologic Soil Group) 3.06 ' ------------------------------------------ ' TOTAL DRAINAGE AREA: 3.06 Acres WEIGHTED CURVE NUMBER: 74* -------------------------------------------------------------------------------- * - Generated for use by GRAPHIC method , ' TILE OF CONCENTRATION AND TRAVEL TIIrfE Version 2_00 Project ALDI-RYE STREET User: GBS Date: 11/07/99 County HARTFORD State: CT Checked: Date: ' Subtitle: EXISTING CONDITIONS AREA 2E Flow Type2 year Length Slope Surface n Area Wp Velocity Time ' rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) _____________ _ Sheet 3.2 200 .005 D 0.547 ' Shallow Concent'd 250 .005 U 0.061 Time of Concentration = 0.61* ' --- Sheet Flow Surface Codes --- `-- -'^ A Smooth Surface F Grass, Dense - Shallow Concentrated - B Fallow (No Res.) G Grass, Burmuda Surface Codes C Cultivated < 20 % Res. H Woods, Light P Paved ' D Cultivated > 20 % Res. I Woods, Dense U Unpaved E Grass-Range, Short J Range, Natural * _ Generated for use by GRAPHIC method a GRAPHICAL PEAK DISCHARGE METHOD Version 2.00 , Project : ALDI-RYE STREET User: GBS Date: 11/07/99 County : HARTFORD State: CT Checked: Date: Subtitle: EXISTING CONDITIONS AREA 2E Data: Drainage Area 3.06 * Acres Runoff Curve Number : 74 * Time of Concentration: 0.61 * Hours I Rainfall Type III Pond and Swamp Area NONE I Storm Number I 1 1 2 1 3 1 41 5 1 1----------------------1------1------#------I------I------I Frequency (yrs) I 2 ( 10 1 25 1 50 1 100 1 ' j 24-Hr Rainfall (in) 1 3.2 1 4.7 1 5.5 j 6.2 1 6.9 1 j Ia/P Ratio 1 0.22 # 0.15 1 0.13 1 0.11 10.10 1 , 1 { # t I I I ( Runoff (in) # 1.04 12.13 1 2.77 1 3.35 1 3.96 1 I 1 # I 1 I I 1 Unit Peak Discharge 10.532 10.566 10.576 10.583 10.589 1 ' # (cfs/acre/in) I I I I I I ! 1 ! I I I I I Pond and Swamp Factor# 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1 0.0% Ponds Used I I I I I I , I---------- ---j------I------ ------1------1 I Peak Discharge (cfs) I 2 1 4 1 5 1 6 1 7 1 * - Value(s) provided from TR-55 system routines ! RUNOFF CURVE NUMBER COMPUTATION Version 2.00 Project : ALDI-RYE STREET User: GBS Date: 11/07/99 County : HARTFORD State: CT Checked: Date: ! Subtitle: EXISTING CONDITIONS AREA 3E ------------------------------------------------------------------------------- Hydrologic Soil Group ! COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- FULLY DEVELOPED URBAN AREAS (Veg Estab.) ! Impervious Areas - - - Paved parking lots, roofs, driveways .12(98) ! CULTIVATED AGRICULTURAL LANDS - - Row crops C + Crop residue good 5.91(64) 2.47(74) ! OTHER AGRICULTURAL LANDS Woods good 4.03(30) .35(55) - - ! Total Area (by Hydrologic Soil Group) 10.0 2.82 ------------------------------------------------------------------------------- ! TOTAL DRAINAGE AREA-12_ - -----88AcresWEIGHTED CURVE NUMBER: 55* - * - Generated for use by GRAPHIC method ! ! ! ! TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00 1 Project : ALDI-RYE STREET User: GBS Date: 11/07/99 County : HARTFORD State: CT Checked: Date: Subtitle: EXISTING CONDITIONS AREA 3E ------------------------------------------------------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) 1 ------------------------------------------------------------------------------- Sheet 3.2 200 .005 D 0.547 Shallow Concent'd 300 .005 U 0.073 Shallow Concent'd 100 .04 U 0.009 Time of Concentration = 0.63* --- Sheet Flow Surface Codes --- ! A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (No Res.) G Grass, Burmuda --- Surface Codes --- C Cultivated < 20 % Res. H Woods, Light P Paved ! D Cultivated > 20 S Res. I Woods, Dense U Unpaved E Grass-Range, Short J Range, Natural * - Generated for use by GRAPHIC method 1 1 i 1 1 i _ 1 1 1 1 ' GRAPHICAL PEAK DISCHARGE METHOD Version 2.00 Project ALDI-RYE STREET User: GSS Date: 11/07/99 County HARTFORD State: CT Checked: Date: ' Subtitle: EXISTING CONDITIONS AREA 3E Data: Drainage Area 12.88 * Acres Runoff Curve Number . 55- * ' Time of Concentration: 0.63 * Hours Rainfall Type III Pond and Swamp Area NONE i Storm Number # 1 ! 2 ! 3 ! 4 ( 5 I i----------------------1------l------#------1------}------} ' } Frequency (yrs) 1 2 { 10 } 25 ! 50 { 100 } { 24-Hr Rainfall (in) i 3.2 i 4.7 } 5.5 ! 6.2 ! 6.9 I ' } Ia/P Ratio } 0.51 1 0.35 1 0.30 1 0.26 1 0.24 1 { Used # 0.50 1 0.35 1 0.30 1 0.26 1 0.24 I } Runoff (in) } 0.25 ! 0.83 # 1.24 l 1.63 } 2.06 { ! { { # I I I } Unit Peak Discharge 10.276 10.442 10.488 10.504 10.517 1 ' { (cfs/acre/in) { I I I # I I # { I } I { I Pond and Swamp Factor[ 1.00 ! 1.00 ! 1.00 } 1.00 } 1.00 { { 0.0% Ponds Used I I I # 1 # ' }----------------------[------I------}------!-------I------} ! Peak Discharge (cfs) } 1 ! 5 ! 8 ! 11 ! 14 ' * - Value(s) provided from TR-55 system routines I W ' . ' RUNOFF CURVE NUMBER COMPUTATION Version 2.00 Project : ALDI RYE STREET User: GBS Date: 11/07/99 County : HARTFORD State: CT Checked: Date: ' Subtitle: DEVELOPED CONDITIONS ------------------------------------------------------------------------------- Hydrologic Soil Group ' COVER DESCRIPTION A B C D Acres (CN) -----------------------------------------------__---___---------_-_-------------- FULLY DEVELOPED URBAN AREAS (Veg Estab.) ' Open space (Lawns,parks etc.) _ Good condition; grass cover > 75% 7.19(39) 23.8(61) ' Impervious Areas _ - Paved parking lots, roofs, driveways 3.71(98) 20.7(98) ' OTHER AGRICULTURAL LANDS Woods good 2.09(30) ' Total Area (by Hydrologic Soil Group) 12.9 44.5 ------------------------------------------------------------------------------- TOTAL DRAINAGE AREA: 57.49 Acres WEIGHTED CURVE NUMBER: 73* * - Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00 ' Project : ALDI RYE STREET User: GBS Date: 11/07/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS ' ------------------------------------------------------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr)-- ' Sheet 3.2 75 .01 F 0.249 Shallow Concent'd 200 .01 U 0.034 Open Channel 1200 3 0.111 ' Time of Concentration - 0.39* --- Sheet Flow Surface Codes --- , A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (No Res_) G Grass, Burmuda --- Surface Codes --- C Cultivated < 20 % Res. H Woods, Tight P Paved ' D Cultivated > 20 % Res. I Woods, Dense U Unpaved E Grass-Range, Short J Range, Natural * - Generated for use by GRAPHIC method 1 1 ' GRAPHICAL PEAK DISCHARGE METHOD Version 2.00 Project : ALDI RYE STREET User: GBS Date: 11/07/99 County : HARTFORD State: CT Checked: Date: ' Subtitle: DEVELOPED CONDITIONS Data: Drainage Area 57.49 * Acres Runoff Curve Number 73 * ' Time of Concentration: 0.39 * Hours Rainfall Type III Pond and Swamp Area NONE J Storm Number J 1 { 2 # 3 # 4 J 5 # J----------------------J------I------#------J-------{------I ' I Frequency (yrs) I 2 # 10 I 25 # 50 # 100 # 24-Hr Rainfall (in) ( 3.2 I 4.7 # 5.5 ( 6.2 ( 6.9 1 I l 1 I 1 1 ( Ia/P Ratio # 0.23 ( 0.16 1 0.13 # 0.12 1 0.11 { I Runoff (in) ( 0.98 12.05 J 2.68 # 3.26 # 3.85 1 J # I 1 1 1 I ' # Unit Peak Discharge 10.637 10.677 10.690 10.698 10.705 1 (cfs/acre/in) # # l 1 # ! # 1 I 1 1 I t ' J-Pond-and-Swamp-Factorl 1.00 11.00 1 1.00 1 1.00 1 1.00 1 I 0.0% Ponds Used I I I I I I I -I- -I- -!- -1- -1- -I # Peak Discharge (cfs) I 36 1 80 ( 106 I 131 J 156 I * - Value(s) provided from TR-55 system routines W Reservoir Report page ' Reservoir No. 1 - single basin "raflow HydMraphs by InterboW Pond Data Ponca storage is based on known contour areas.Average end area method used. ' Stage I Storage Table Stage(M Elevation(R) Contour area(sqM lute:Storage(=M Total storage(curl) ' 0.00 60.00 30,870 0 0 2.00 62.00 39,380 70,250 70,250 4.W 64.00 48,770 88,150 168,400 6.00 66.00 54,710 103,480 261,880 ' 8.00 68.00 59,832 114,542 376,422 10.00 70.00 67,004 126,836 5M 268 12.00 72.00 73,055 140,059 643,317 14.00 74.00 80,990 164.045 797.W2 ' 16.00 76.00 88,898 169,888 W7,2,W Culvert I Orifice Structures Weir Structures ' [A) [B] JCJ [D] [A] [8] [C] [Di Rise In - 15.0 8.0 0.0 0.0 Cnot Lon R = 0.00 0.00 0.00 0.00 Span in = 16.0 8.0 0.0 0.0 Crest o.ft = O.W 0.00 O.W 0.00 No.Barrels = 1 1 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00 ' Invert EL it = 60.00 60.00 O.W 0.00 Weir Type - - - - _. Length R = 3W.0 1.0 0.0 0.0 Mul"tage = No No No No Slope% = 0.50 1.00 0.00 0.00 ' M-Value = .013 .013 .000 .000 Orii.Coeff. = 0.60 0.60 0.00 0.00 mto-stage = n/a Yes No No EARratlon hate - 0.00 irdhr/so Taitwater Elev.= 0.00 R ' Stage I Storage I Discharge Table NOW.ar a„snow,hose bmn GM4-nd wrier hft wo«aes mad Stage Storage Elevation Clv A CIv B CIV C Ctv D Wr A Wr B Wr C Wr D Exf9 TOW It CUR R Cfs C1s eft cis cis cfs aft aft Cfs cis ' 0.00 0 MOD 0.00 0.00 _ _ -- - - - 0.00 2.00 70,250 62.00 1.97 1.94 _ 1.94 4.00 158,400 64.00 2.97 2.97 - -- - .- - - - 2.97 6.00 261,880 66.00 3.80 3.75 - - - -- ..-. - -_ 3.75 ' 0.00 50,258 70.00 4.82 4.82 _ _ - - - - - 4.39 82 10.00 503,258 70.00 4.$2 4.82 4.82 12.00 643,317 72.00 5.27 5.27 5.27 14.W 797,362 74.00 5.69 5.69 - - - --- - - - 5.69 16-W 967,250 76.00 6.07 6.07 - - - - --- - -. 6.07 Hydrograph Report ftw, 1 Hydrattow Hydrographs by intelisolve Hyd. No. 2 1 Hydrograph type = Reservoir Peak discharge = 2.61 cfs 1 Storm frequency = 2 yrs Time interval = 2 min Inflow hyd. No. = 1 Reservoir name = single basin ' Max. Elevation = 63.22 ft Max. Storage = 124,013 cult Storage Indication method used. Outflow hydrograph vokwo=197,706 cult 1 Hydrograph Discharge Table Time Inflow Elevation Civ A CIv B CIv C Clv D Wr A Wr B Wr C Wr D Exfll Outflow ' (hm) Cis it cis Cis aft Cis CU cfs Cis cfs cis Cfs 12.17 28.77 60.55 0.66 0.65 --- --- ---- -- - ---- - 0.66 , 12.20 31.97 60.65 0.81 0.81 --- - - -- - - -- 0.81 12.23 34.39 60.77 0.95 0.94 - - - - - - - 0.94 12.27 35.89 60.88 1.07 1.07 - -- - - - -- - 1.07 12.30 36.66 61.00 1.19 1.19 - - - - - -- - 1.19 1 12.33 36.95<< 61.12 1.32 1.29 ---- ----- - - - --- ---- 1.29 12.37 36.91 61.24 1.42 1.39 - - - - - - -- 1.39 12.40 36.53 61.37 1.50 1.49 -- ---- -- --- ----- -- - 1.49 1 12.43 35.83 61.48 1.61 1.58 - - - - - - - 1.68 12.47 34.80 61.60 1.73 1.66 -- ---- ---- --- - --- ---- 1.66 12.50 33.47 61.71 1.80 1.74 - - - - - - - 1.74 12.53 31.85 61.82 1.86 1.81 - -- ----- --- ----- ---- -- 1.81 1 12.57 30:00 61.91 1.92 1.88 - - ----- --- - ----- - 1.88 12.60 27.97 62.01 1.97 1.94 ---- - - - - - - 1.94 12.63 25.80 62.07 2.02 1.98 -- - - - - - - 1.98 12.67 23.56 62.14 2.05 2.02 - - - - - - - 2.02 1 12.70 21.34 62.19 2.09 2.05 - - - - - - ---- 2.05 12.73 19.27 62.24 2.12 2.08 -- - -- - - - - 2.08 12.77 17.47 62.28 Z14 2.11 - -- --- - - - - 2.11 12.80 16.98 62.32 2.17 2.13 - -- - - - - - 2.13 1 12.83 14.75 62.36 2.19 2.15 --- - ---- -- - -- -- 2.15 12.87 13.68 62.39 2.21 2.17 - ----- - - - - - 2.17 12.90 12.73 62.42 2.23 2.19 - - - - - - -- 2.19 1 12.93 11.89 62.45 2.25 2.20 - - - - --- - - 2.20 12.97 11.15 62.48 2.26 2.22 - - - - - - ---- 2.22 13.00 10.51 62.50 2.28 2.23 -- --- - -- --- --- - 2.23 13.03 9.95 62.52 2.29 2.24 - - - ----- - - - 2.24 1 13.07 9.48 62.54 2.30 2.28 - - - - - - 2.26 13.10 9.07 62.56 2.31 2.27 --- --- ---- - - - --- 2.27 13.13 8.73 62.58 2.32 2.28 - ---- ---- - --- - 2.28 13.17 8.44 62.60 2.33 2.29 - --- - --- -- - - 2.29 --- -- ' 13.20 8.20 62.61 2.34 2.29 - ----- - ---- - 2.29 13.23 7.99 62.63 2.35 2.30 - - - - --- - ---- 2.30 13.27 7.80 62.64 2.36 2.31 - - - - - - - 2.31 13.30 7.63 62.66 2.37 2.32 ---- - --- - --- -- - 2.32 1 13.33 7.47 62.67 2.38 2.33 - -- --- -- - ---- - 2.33 13.37 7.33 62.69 2.39 2.33 - - - - --- - -- 2.33 13.40 7.20 62.70 2.40 2.34 --- -- ---- -- -- --- 2.34 Continues on next page... 1 1 1 Hydrograph Report Page i ' Hydraflow Hydrographs by Intelisolve Hyd. No. 2 Hydrograph type = Reservoir Peak discharge = 3.93 cfs ' Storm frequency = 10 yrs Time interval = 2 min Inflow hyd. No. = 1 Reservoir name = single basin Max. Elevation = 66.53 ft Max. Storage = 292,213.cuft ' Storage lndi=Wn me0od used. Outflow hydmgWh volume=W9,3W cult Hydrograph Discharge Table Time Inflow Elevation Civ A Civ B Civ C Civ D Wr A Wr B Wr C Wr D Exfil Outflow (his) cfs ft cis cis cfs eft cfs cfs ds efs cis cfs ' 11.83 15.26 60.65 0.80 0.80 _ - 0.80 87 - - ____ - -11.87 17.47 80.70 0." 0. 0.87 11.90 19.97 60.77 0.95 0.94 - - --- --- -- -_-- ..._ 0.94 ' 11.93 22. 60. 1.03 1.02 1.02 11.97 26.77 77 60.92 92 1.11 1.10 1.10 - - - - - _ 12.00 31.86 61.01 1.20 1.20 1.20 12.03 38.26 61.13 1.32 1.29 - --- ----- -- - --- - 1.29 ' 12.07 45.53 61.27 1.44 1.41 � _.__. ____. - - - _.__.. 1.41 12.10 53.13 61 A3 1.55 1.54 1,54 12.13 60.74 61.62 1.75 1.67 ---- - - - 1.67 12.17 67.96 61.83 1.87 1.82 ---- ---- - - - -- - 1.82 ' 12.20 74.11 62.06 2.00 1.97 1.97 ____. - - - - - -12.23 78.43 62.26 2.13 2.09 2.09 12.27 80.69 62.47 2.26 2.21 - - - - -- - - 2.21 12.30 81.39<< 62.68 2.39 2.33 - - --- ---- ---- ---- - 2.33 ' 12.33 81.10 62.90 2.48 2.44 2.44 - - - - - - -12.37 80.13 63.11 2.55 2.55 2.55 12.40 78.61 63.32 2.68 2.66 --- - -- --- .-- - - 2.66 ' 12.43 73.39 63.72 2.90 2.84 - - - - - - - 2.76 84 12.47 73.39 fi3.72 2.90 2.84 2,gq, 12.50 69.96 63.91 2.96 2.93 2.93 12.53 66.03 64.07 3.00 3.00 - - - - - - - 3.00 ' 12.57 61.69 64.21 3.07 3.06 ___._ - ____ - 3.06 12.60 67.05 64.34 3.15 3.12 - - - 3.12 12.63 52.22 64.46 3.21 3.16 - - - --- -- -.- -- 3.16 12.67 47.31 64.57 3.27 3.21 --- - - ---- - ---- ---- 3.21 ' 12.70 42.51 64.67 3.30 3.25 - - � '- y _- ^ 3,25 12.73 38.09 64.75 3.30 3.28 3.28 12.77 34.32 64.83 3.32 3.31 ---- - - --- ---- --- ---- 3.31 12.80 31.25 64.90 3.36 3.34 - -- ----- - - - 3.34 ' 12.83 28.73 64.96 3.38 3.37 - - - - 3.37 12.87 26.55 65.01 3.41 3.39 - - - 3.39 12.90 24.63 65.07 3.44 3.41 - - - - - - ____ 3.41 ' 12.93 2 . 65.11 3.4 3.4 3.42 12.97 21.46 46 65.16 3.488 3.44 3.44 - - - - - - - 13.00 20.18 65.20 3.51 3A5 3.45 13.03 19.07 66.23 3.51 3A7 --- - -- - - - -- 3.47 ' 13.07 18.12 65.27 3.52 3.48 - --- - --- -- - ---- 3.48 Continues on next page... Hydrogiraph Report PMO, d. No. 2 Nyd HYratlow Hydrographs by inteiisolve I , Hydro graph type Reservoir Peak discharge = 4.41 cfs ' Storm frequency = 25 yrs Time interval = 2 min Inflow hyd. No. = 1 Reservoir name = single basin ' Max. Elevation = 68.34 ft Max. Storage = 397,905 tuft Storage Indication method used. Outflow hydrograph volume=475,437 tuft ' Nydrograph Discharge Table Time Inflow Elevation Civ A Clv B CIv C Civ D Wr A Wr B Wr C Wr D Exfil Outflow ' (hrs) Cfs ft Cfs CIS Cfs Cfs Cfs Cfs de de as Cfs 11.57 9.80 60.73 0.90 0.90 - - - - --- -- -- 0.90 ' 11.60 10.46 60.76 0." 0." - - - - -.-.- 0.94 11.63 11.25 60.79 0.98 0.98 - ---- - ---- -- --- -- 0.98 11.67 12.27 60.83 1.02 1.02 -- ---- ---- ---- --- - --- 1.02 11.70 13.55 60.87 1.06 1.06 --- - --- --- ---- - ---- 1.06 ' 11.73 15.14 60.92 1.11 1.10 - - - --- - - 1.10 11.77 17.08 60.97 1.16 1.15 - - ---- -- .-- --- - 1.16 11.80 19.38 61.02 1.21 1.21 ---- - ---- -- -- -- - 1.21 , 11.83 22.03 61.09 1.28 1.26 - - - - - .-- -- 1.26 11.87 25.05 61.17 1.36 1.33 - - ---- -- - ----- ---- 1.33 11.90 28.45 61.25 1.43 1.40 ----- - ---- 1.40 11.93 32A5 61.35 1.49 1.48 - - --- - - --- - 1.48 ' 11:97 37.56 61.47 1.59 1.57 - - - ---- --- --- -_. 1.57 12.00 44.31 61.60 1.74 1.66 ---- ---- ----- - --.- -- 1.66 12.03 52.75 61.76 1.83 1.77 - --- -- 1.77 12.07 62.25 61.95 1.94 1.90 - - - -- ---- -. --- 1,90 ' 12.10 72.14 62.14 2.06 2.02 -- ---- -- ---- - ---- - 2.02 12.13 81.96 62.34 2.18 2.14 --- - - - - -- -- 2.14 12.17 91.22 62.57 2.32 2.27 ---- -- -- - - - - 2.27 12.20 99.01 62.83 2.48 2.41 - ----- -- --- - - -- 2.41 , 12.23 104.34 63.10 2.55 2.55 - - - -- - 2.55 12.27 106.96 63.38 2.69 2.69 --- ---- - - -- - --- 2.69 12.30 107.53<< 63.66 2.86 2.82 - ----- --- -- --- -- --.- 2.82 ' 12.33 106.81 63.94 2.96 2.94 - - - -.-- .- -- -- 2.94 12.37 105.23 64.19 3.06 3.06 - - --- -- - - - 3.06 12.40 102.81 64.43 3.19 3.15 -- - -- -- -- -- - 3.15 12.43 99.59 64.65 3.29 3.24 - - - ---- -- - 3.24 , 12.47 95.61 64.87 3.34 3.33 -- -- --- - -- -- -- 3.33 12.50 90.91 65.08 3.44 3.41 - - ----- - -- -- --- 3.41 12.53 85.60 65.28 3.52 3A8 - _ - --- - ---- --- 3.48 12.57 79.79 65.46 3.55 3.56 - - - - -.-- - -. 3.55 , 12.60 73.62 65.63 3.62 3.62 - -- -- -- - - -- 3.62 12.63 67.24 65.79 3.70 3.67 - --- - - 3.67 12.67 60.77 65.92 3.77 3.72 --- - --- - - --- 3.72 12.70 54.47 68.06 3.81 3.76 --- --- ---- -- - - - 3.76 ' 12.73 48.70 66.15 3.81 3.80 - -- --- -- -- -- --.- 3.80 12.77 43.80 6623 3.83 3.83 - - - ---- - - ---- 3.83 12.80 39.83 66.31 3.86 3.86 --- ---- ---- -- - - --- 3.86 ' Continues on next page... Hydrograph Report ' Hydraftow Homgraphs by Irt hsohre Hyd. No. 2 Hydrograph ype = Reservoir Pe ak discharge -- 4.80 cfs ' Storm frequency = 50 yrs Time interval = 2 min Inflow hyd. No. = 1 Reservoir name = single basin Max. Elevation = 69.91 ft Max. Storage = 497,361 cult ' Storage lydkaWn method used. Ouftw hydWrao volunm=539,774 Haft Hydrograph Discharge Table ' Time inflow Elevation Civ A Civ B Ov C Chr D Wr A Wr B Wr C Wr D ExIll Outflow (hrs) efs it Cfs cfs eft Cis ds Cfs Cfs cfs cis Cfs ' 11.30 9.07 60.80 1.00 G.99 = - - - - � 0,� _ 11.33 9.45 60.83 1.03 1.02 1.02 11.37 9.86 60.86 1.05 1.05 ---- ----- --- ---- --- 1.05 ' 11.4 10. 60. 1.0$ 1.0$ _.__. - - - - ____ 1.08 11.43 iG.r`76 6 60.92 92 1.11 1.ii 1.1i - 11.47 11.25 60.96 1.15 1.14 1.14 11.50 11.76 60.99 1.18 1.18 - ----- ---- ---- -- -- ---. 1.18 ' 11.53 12.99 61.03 1.22 1.21 - - - = - - 1.21 11.57 i2.93 61_fl7 1.26 1.24 1.24 - 11.60 13.80 61.11 1.30 1.28 -- ---- 1.28 11.63 14.82 61.16 i.W 1.32 - 1.32 ' 11.67 16.11 81.20 1.40 1.36 - - - ____ - 1.36 - 11.70 17.72 61.26 1.43 1.40 1.40 11.73 19.73 61.37 1.47 1.45 - 1.45 11.77 22.17 61.38 1.61 1.50 --- - - - - 1.50 ' 11.80 25.05 61.46 1.58 1.56 _ - - ____. _.._ ._._._ ..- 1.56 11.83 28.37 61.54 1.67 1.62 1.62 11.87 32.13 61.64 1.76 1.69 -- --- --- - --- - --»- 1.69 11.90 36.35 61.75 1.82 1.77 .--. ____ _... - ____ 1.77 ' 11.93 41.57 61. 1.90 1. 5 1. 5 11.97 47.57 62.02 02 1.9is 1.9 - - - - - - -S 1.95 12.00 55.83 62.15 2.W 2.03 ----- ---- ---- ---- -- ---- -- 2 03 ' 12.03 77.60 62.50 2.16 2.13 - - - - - - - 2.13 12.07 77.6fl 62.5fl 2.28 2.23 2.23 12.10 09.54 62.73 2.41 2.35 2.35 12.13 1 D1.35 62.98 2.49 2.49 ---- ---- -- ---- ----- -- - 2.49 ' 12.17 112.42 83.26 2.a3 2.63 - 2.63 12 12.20 1.65 63.67 2.81 2.7$ - - - - ___._ - 2.78 12.23 127.86 63.91 2.96 2.93 - - ---- ___. ____ - 2.93 12.27 130.76 64.21 3.07 3.06 - ---- - ----- - ----- 3.06 ' 12.30 i MA$« 64.51 3.24 3.i 8 _.._ ..._. ____ _,..... - .,,�. - 3.18 12.33 130.04 64.81 3.31 3.31 3.31 12.37 127.87 65.i 0 3.45 3.42 -- ---- -- - ---- ---- - 3.42 ' 12.40 124.70 65.38 3.53 3.52 --- -- ---- --- --- ---- 3.52 12.43 120.59 65.66 3.64 3.63 - - - - ____. - - 3.63 12.47 115.57 65.92 3.77 3.72 3.72 12.50 109.72 66.i 6 3.81 3.80 - --- .-- - - ___. ___. 3.80 ' 12.53 103.15 66.37 3.88 3.88 ---- -- ---- -. -. --- ---- 3.88 Continues on next page... Hydrograph Report Pao, Hydreftow Hydrographs by lnteiisolve , Hyd. No. 2 Hydrograph type = Reservoir Peak discharge = 5.14 cfs Storm frequency = 100 yrs Time interval = 2 min ' Inflow hyd. No. = 1 Reservoir name = single basin Max. Elevation = 71.40 ft Max. Storage = 601,339 cult Storage Indication method used. Outflow hydrograph volume=596,218 cuff , Hydrograph Discharge Table Time Inflow Elevation Chr A Clv B Chr C CIv D Wr A Wr B Wr C Wr D Exfil outflow ' (hm) cfs ft cfs cfs Cfs eft de cis Cfs de cis Cfs 11.00 8.83 60.85 1.05 1.04 - ---- --- --- - -- - 1.04 , 11.03 9.05 60.88 1.07 1.06 - - - --- --- - -- 1.06 11.07 9.29 60.91 1.10 1.09 ---- ---- --- ---- --- -- -- 1.09 11.10 9.54 60.94 1.13 1.12 - - - ---- -- - - 1.12 , 11.13 9.81 60.96 1.15 1.15 ---- --- -- -- --- 1.15 11.17 10.11 60.99 1.18 1.18 - - - --- ---- -- --- 1.18 11.20 10.43 61.03 1.21 1.21 - - - - --- - - 1,21 11.23 10.79 61.06 1.25 1.23 - - - - - --- - 1.23 ' 11.27 11.18 61.09 1.28 1.26 --- --- - - - - 1.26 11.30 11.61 61.13 1.32 1.29 - - - ---- -- ---- --.- 1.29 11.33 12.07 61.16 1.36 1.32 - - - ----- -- ----- 1.32 11.37 12.57 61.20 1.40 1.35 -- ----- - - - --- -- 1.35 ' 11.40 13.10 61.24 1.42 1.38 - - --- -- -- - --- 1.38 11.43 13.66 61.28 1.44 1.42 - --- -- -- - - - 1.42 11.47 14.26 61.32 1.47 1.45 --- - ---- --- - -- --- 1.45 11.50 14.88 61.37 1.50 1.49 - -- -- ---- - - - 1.49 ' 11.63 15.56 61.41 1.53 1.53 - - -- - -- - - 1.53 11.57 16.36 61.46 1.59 1.56 - - -- -- ----- - - 1.56 11.60 17.35 61.51 1.64 1.60 - ---- - - - -- - 1.60 ' 11.63 18.59 61.57 1.70 1.64 - - --- - - - 1.64 11.67 20.15 61.63 1.75 1.68 - - -- ----- - - ---- 1.68 11.70 22.11 61.70 1.79 1.73 ----- --- -- ---- -- - 1.73 11.73 24.56 61.77 1.83 1.78 -- --- --- - -- - 1.78 ' 11.77 27.52 61.85 1.88 1.84 - -- ---- -_ - - ---- 1.84 11.80 31.00 61.95 1.94 1.90 --- - -- -- ---- - - 1.90 11.83 35.01 62.04 2.00 1.96 ---- - --- ---- -- - 1.96 11.87 39.54 62.14 2.06 2.02 - --- --- -- - - - 2.02 , 11.90 44.60 62.25 2.12 2.09 - - --- -- - .. ---- 2.09 11.93 50.50 62.37 2.20 2.16 - -- --- - --- - -- 2.16 11.97 57.98 62.51 2.28 2.24 - --- - - - - 2.24 12.00 67.77 62.68 2.39 2.33 - -- - --- - - --- 2.33 , 12.03 79.91 62.87 2.47 2A3 - - - --- - ---- --- 2.43 12.07 93.46 63.10 2.55 2.55 -- ---- ---- ---- --- - - 2.55 12.10 107.47 63.37 2.69 2.68 - - --- - -- - 2_68 ' 12.13 121.29 63.67 2.87 2.82 - - ---- - --- -- --.-. 2.82 12.17 134.19 64.01 2.97 2.97 --- ----- --- ---- ---- ----- - 2.97 12.20 144.87 64.33 3.14 3.11 -- --- ---- ----- ---- - -- 3.11 1223 151.94 64.66 3.30 3.25 - - - -- --- -- - 3.25 , Continues on next page... 1 TOWN Of SOUTH WINDSOR STORM SEWER SYSTEM DESION FORM 2.2 rPROJECT DESIGNED SY DATE STREET FIRM CHECKED BY SHEET NO K I 1 A113VdV3 11Ad A o w w iAIIOO13A 3OV83AV « _ c gs +r4 M t -d' rn .ci i c 4 � i b O 0 P p\ 0 4e 3dO1S O p r p . _ 3d1d d0 N1;JN31 v a 4 tP o Q " IV .40 Fins cr 3ZIS 3dld a► �4 },� 4 Q 0 lid OAM31SAS N1 0 • p pe . o o AIISN31N111VJNIVAI r► tq �' •o r "31SAS NI 1 NISVB N�1VO c � 9NIS311113 IV Iwo i 3VJI1 031V111wADOd q o A n 3d1d NI 31111 1 a 131N1 Ol 311Il a 4 0 N 1 3NI93S 3NI1 - a. - } ! Z ! 7 I1-23 TowN OF SOUTH WINDSOR STORY SEWER SYSTEY QE'!aN FORM PRWECT DESIGNED#Y DATE j STREET FlRY C14ECKED By SHEET N* i gutp '� FP U31VA%OV314 1 AlI3VdV3 A113013A 3SV83AW e , 3d01& ;` ILM11 V) a 101 01 010 3did d0 1i19N31 o ~Q �Q o ' -w 3ZIS 3dld a p 'V131SJLS NI 0 m D 10 Jt11SN31Ni l"IVdNiVV w A ' N31SAS N1 " 'h O , •IV .4o wns `° - 1c; N1SVO HDIVO ' 9NIV31N3 IV 310111 031V inivnoov v a 3dld N1 3Kil to r 0 to �- I u- d 131NI0131MI1 o 1N3M93S 3NIl -- � 11-23 TOWN OF SOUTH WlNosotR STORY SEER SYSTEM OESIVN Foil 2.2 PROJECT DESIGNED vy DATE STREET FIRM CHECKED IIY SNEET MIS sue 031VACv314All- r t 1 1• t t } ! 1 1 ! r ' A113013A 3OV83AV idols ° 3dld �O N19N31 _ o 0 0 o p 0 0 � o 3ZiS 3dld _ M ' 4 ' w31sAs Nl o as � a _ � ro ' A1l5N3iNl11VANIva �+ - h n31SAS N1 m IV -qo wns 41 4 ri NISVB N:)1VO ON1a31N3 Ir 1° zr o a a ' a Will o3ldlnwnoav 3dld NI 31Ii1 ss p ' 131NIO13wi1 al o otr -i 1N31493S 3N Il - -j -j M '� '! 00 lFt cl- II-23 pppp- TOWN OF SOUTH WINOSOR STORY SEWER SYSTEM DESIGN ' FARM 2.2 PROJECT DESIGNED RT aTE , STREET FIRM CHECKED RY SKEET N. e = e outJT s V31VNtOV3H r ' A lI D Vd VO 'llnd A113013A 30V83AV 3dOIS r O p 3did 30 N19N31 3ZIS 3did � a 1431SAS N1 0 ID A1ISN31NII1UNIVU �- Ar M31SAS N1 r , xV zio tons NISVB Holy* 41, ki 9N11131N3 IV �' o 3W11 a31VlnNn33V qr •o a , 3dld N1 30111 o '131NI013tol1 a a '1N3M93S 3N11 — J J G ' Yr--23 _.. APPENDIX ' Drainage Area Maps 1 1 1 1 1 1 - pl Tv 30 t li�il tj��l 1 a a r 304I 3g ` ;t1il�il.�R \ 13p4 2gq(B) CATCHMENT DRAINAGE AREA - w1 z._ 1i i f a 1 1 1 1 ALDI DISTRIBUTION a o s FACILITYEX �= PNSI ON 5 O WY ! CSITE PLAN MODIFICATION "00 e 295 RYIE ST IEIET9 SOUTH WIND SOR9 CO NNIEC TR_JUT MAP R349 LOT 40 4 E €gg ; I �� 13 ifs�la�l I N. 1� ggJ g°pa �11� SOUTH WINDSOR \ — a °w N/F PROPERTY OWNERS) WITHIN 500' ~ S t ) �. o"e YAP a LOT NAt� uAEINO AdwEss �. ��..• F wL�N 3 m 26 aRF11 YAUAu P!CaIEFJI J ,r cD1MwAra wAv _ i �^ ♦ -'�...�. e+a o E�1r ! NAYLO, lr aM NANtq LLC. Wu sANgAwscD'DL'ww0b010 --.. \ .1/ -.�� am? _ ) uwb CT lr NA IDSUYw —,�CT�0O•PMlr E dO ISAL OROIR,LLG w0 PRDS➢ECT HLL R. GT MIS lr Sa WItA9%.Jlw d F,ITABEIH 12 R®I14 1r u Lu%Asw,JAM K!EIIZARETH K 12 wows woro WAY C € 3 E ! lr >• D d L CMaI,LLG s5B NIwHAM ST. ,r Ss s,EVAMB Poo uIG EAST xAa�T-D.raBD.cr ,aa 1 / wIEPANO ASSOGAlFS a04 HEST xEMMPdY W. a"io"Dwnnt,.wD!NwsEru acauiE,n.cr awoz / .l �. la2 a MEIQME.EwlEsf!NIOIXE K 171 RYE ST. \.. 22 3 1 NLL,JEN!T ETAL st SU,NwAMwpO aa 1 'T SCR PROPE,Itt YJwAQ]IENT,LLG Im RYE g. SITE 1az s SIEPAMp PdA NlC. Po BGY Its laa 6 SHFPARD PoU IMG FAST MwA3M HILL,CT moze ~ ` ` rf " LOCATION MAP Po BD%Its EAST wN,IbJM HILL,CT Booze In ' STAIT Icy.Jaw J T�sYEE ,<woo IN LA Z SCALE: 1"=1,000' ,zz B ALTA MEAtn CaPAN'I.LLG zaT wvw1T AWw2 .� _ 1aa 1T STATE a'tax HEM— I.IN N—om LT altos 1zS 1 CAWER,MMLAY N.!AINFNA TRUSTFEe e� + �uutuBE.x'uwnE ,aro -REALTY,LLCANpDaSEev warwD 'p"B�p%�N° �� SHEET INDEX C 0 alANE3 SIEPMO EAST 1MNpsOR NLL.GT Osb!! 1J! ♦ JSJ REALn,LLG ISs aIDKAND RD. C-Tl COVER SHEET 1 OF 11 31 I6 McmATK JANES B k DafAN ANME N IIJ IYYE ST. 1� tltATNDINE K im,rr C-Nl NOTES SHEET 2 OF 11 W ,x a Tovw v swTx M,NDsm ,sw suwvAw AYc N ss a MA7UL Laos PAcwaA Es .tea mE sNEMeTPWT R0' p C—DMl DEMOLITION PLAN 3 OF 11 LL j ,u s, NATIA%,sEa,cE w a'0d1"'�' aooz PO B0 615 C—SP1 OVERALL SITE PLAN 4 OF 11 ,a a srATE a caw.oEn "ELN sT. C—SP2 SITE PLAN 5 OF 11 ' ARITO,D,cT ro+as "" w _ C-GD1 GRADING&DRAINAGE PLAN 6 OF 11 I M - C-UT1 UTILITY PLAN 7 OF 11 i ~ C-ES! EROSION &SEDIMENTATION PLAN 8 OF 11 j C-ES2 EROSION& SEDIMENTATION NOTES& DETAILS SHEET 9 OF 11 1 - C-D7& C-D2 DETAILS PROPERTY & TOPOGRAPHIC SURVEY 101100;11 LT-1 LIGHTING PLAN (BY OTHERS) 1 OF 1 Ch •- - A100, A201 ARCHITECTURAL PLANS (BY OTHERS) 1_2 OF 2 Z ~ O _ it KEY MAP RECEIVED i SCALE: 1"=500' PRELIMINARY CIVIL ENGINEERLANDSCAPE MAR 13 2017 NOT FOR CONSTRUCTION ARCHITECT & LAND SURVEYOR: THESE ROV LS.O ARE FOR R.ANS S PURPOSES ONLY BY DEDTHE TO N SHALL BE US13ORY SOUTH WINDSOR PLANNING DEPT. APPROVALS.ONLY F1IUL PLANS STAAU'ED APPROVED BY 71E TOWN SHALL BE USEO FOR CONSTRIUCTION PURPOSES. PROPERTY OWNERS: THESGENERAL NOTES: AS PROPERTY ALDI, INC. ENGIE PLANS ARE NV YG PHR LA THEY PEAR THE SEAL OR kTAMP.AM oeouL sRPutLTe:OF THE ROPEttTauL 295 RYE STREET e�LAw �a LANOBCAPE � SOUTH WINDSOR, CT y •°�`ONDMONS AM OR1TY LOCA71M DEITCIED TOWN ARE BAD ON AVARABLE RFORMATON AID R rofess i o n a l s BE F$D VRPm Pom To cownmcHPPL =ZTDXZ=�KAM TION SERMOBS D�`�ON�P�AM SHOWN FOR CIVIL & TRAFFIC ENGINEERS / PLANNERS / SURVEYORS APPLICANT: N.IATRAA THE LO JUR CTION OW BHALL COORDINATE RUL.E�AM LOCATIONS N7fH THE REnECTIVE A M KING CONSTRUCTION CO., LLC imFTec TELouUESIUMrRaNPeoRToowsTNPCTwK GIS ANALYSTS / LANDSCAPE ARCHITECTS ReR°PucT'°"TEaBPLPrt"PEP N TIE PRODIICITOis aF Txs PUw CAH STBETOI OR SHOW THE PAPAL SCALING of 1610 EAST MOREHEAD, SUITE 200 TM PwLrrw MAY BE PRICCIRATE CONTACT Pn FZ APDHgNAL NFORMA7IDN s BEvuB®. CHARLOTTE, NC TxaE nAls Aro OTHER rPEra PBEPAR®er PePCTF PrtasPlaws BH Or.APE BsrRUTNB„P OF SGRIA E No 21 Jeffrey Drive Phone: 860-291-8755 FAUN m PROPQTY.TIE IJIE aF THEE DFJAP ar PPR asFr a BLexcT TO THE TERNS BET FORTH N THE AOIffA1BTT BETW®1 CL8/T AID OPL BFRODUCTON AID/OR IRE OF 7NEBE TTeK P.O. Box 1167BY OTHERS B ROIi® Fax: 860-291-8757 sTBtT I TWnOPr TIE TParTe,00N6"T DF DPL South Windsor, CT 06074 www.designprofessionalsinc.com AhD �! /� V C-T1 5HER i OF 11 GENERAL GRADING & UTILITY PLAN NOTES 1. PRIOR TO STARTING ANY SITE ACTIVITY OR DEMOLITION.THE CONTRACTOR SWILL 16.IN THE EVENT OF DISCREPANCIES AND/OR CONFLICTS USED PERSONS. 'CALL BEFORE YOU DIG AND/ THE IN OTHER PEWS.THE SIZE CIES BETWEEN PLANS OR RELATIVE B. THE CONTRACTOR SWILL PROTECT AND MAINTAIN THE OPERATION AND SEIMCE OF SHALL BEAR ANY Mb µL COSTS THAT MAY BE ASSOCIATED FOR THE REQUIRED UTILITY MARK APPLICABLE STATE DAMAGE CONTROL SYSTEM WILL TAKE PRECEDENCE AND CONTROL. NL ACTIVE UTILITIES AND SYSTEMS TUT ARE NpT EXISTING STRUCTURES THAT ARE TO REMAIN ARE WITH SAME IF ANY OUTS IN ADVANCE OF ANY EARTH pSTURBANCE. CONTRACTOR MST IMMEDIATELY NOTIFY THE DESIGN ENGREER,IN WRITING.OF ANY DENOLITIOH BEING REMOVED WRING ALL DURING DEMOLITIONS. LEGEND W ADDITION TO THIS,THE CONTRACTOR SHALL BE RESPONSIBLE FOR EDGING µL DSCREPANCIES AND/OR CONl... ACTFADES. SFgULD A TEMPORARY IMERRUPTKIN V UTILITY G ALL S REPNRS SHALL BE LMpE USNIG NEW PRODUCT/MgTERMLS RESULTING IN A XSSTNG ONSTIE UTILITIES INCLUDING BUT NOT LI 17. CONTRACTOR S REWIRED TO SECURE ALL NECESSARY ANTI/OR REWIRED PERMITS BE REWIRED AS PART OF THE PROPOSED OF ACIMiIES.THE - OUTION CONDITION.OR SERER.CONTRACTOR IS RESPONSIBLE TO EXISTING DESCRIPTION SANITARY AND STORM SEWER.TELEPHONE WIRED TO GAS.WATER.ELECTRIC. CONTRACTOR SNµL COORDINATE WITH APPROPRIATE DOCUMENT ALL EXISTING DAMAGE AND TO NOTIFY THE OWNER AND THE BORINGS PROPOSED rj m C MD ADJACENT TO THE LIMITS OU THE FIBER OPTIC CABLE,ETC,WITHIN AND APPROVALS FOR Al OFF SITE MATERIAL SOURCES AND DISPOSAL FACILITIES. AFFECTED END USER TO MMIMRE IMPACT AND SERVICE INTERRUPTION. THE iVL YZJ INS AND CONSTRUCTION MANAGER PRIOR TO THE START OF CONSTRUCTION }� , EXISTING AND PROPOSED SE PROJECT ACTIVITIES.LOCATIONS OF ALL CONTRACTOR MUST SUPPLY A COPY OF APPRpVµS TO ENGINEER µND OWNER PRIOR 8' TFIE CONTRACTOR SHALL ARRANGE FOR AND COORDINATE H• 12. ALL CONCRETE TINGES ME APPROXIMATE AND MUST BE INDEPENDENTLY TO INTMTRIG WORT(ANY WORK TE WITH THE APPROPRIATE MUST BE AR ENTRAINED WITH A MINIMUM COM BORING TEST PR LOCATION 3 Fj AA ae CONFIRMED WITH LOCH.UTIIM COMPANIES AND THE CONTRACTOR. WATER AND UTILTIY COMPANIES FOR THE TEMPORARY MD PERMAJ OF 4.000 PB AT 28 DAYS UNLESS OTHERWISE SPECIFIED ON PRESSWE STRENGTH COMMUNICATION $•J$8 1 18.WHERE RETAINING WN15(WHETHER OR NOT THEY MEET THE JURiSDICTpFLy_ ALL SERVICES THAT ARE REQUIRED FOR THE ENT TERMINATION W ANY AND MD/OR CEOTECHNICAL REPORT THE S.DETAILS SANITARY INDEPENDENTLY SERVICE AND µL OTHER STILTON SERVICE CONNECTION POINTS DEFINITION)ARE IDENTIFIED ON PLANS.ELEVATIONS IDENTIFIED ME FOR THE PROPERTY WHETHER SHOWN ON THE C =w j MUST BE INDEPENDENTLY CONFIRMED N. THE CONTRACTOR IN THE FIELD PRIOR TO SIIE PLANS OR NOT. TERMINATION OF UTILITIES SHALL BE PERFORMED IN 13. DESIGN PROFESSIONµ$FIRS NO OYERIIF/D COµL LINES(GABLE,TEL ETC.) THE COMMENCEMENT OF CONSTRUCTION,ALL DSCREPANCIES MUST IMMEDIATELY BE D(POSED PORTION OF THE WALL'WALL TOUTING/FOUNDATION ELEVATIONS ME NOT COMPLWICE WITH µL LOCµ,STATE AND/OR FEDERAL REGULATION. RE��E�READING JOB SAFETY MD/OR -C UNDERGROUND COMMUNICATION LINES REPoNTEO,IN WRITING,TO THE ENGINEER. IDENTIFIED HEREIN AND ARE TO BE SET/DETERMINED BY THE CONTRACTOR BN5E0 10.SHOULD HAZARDOUS MATERIAL BE DISCOVERED/ENCOUNTERS.WHICH WAS NOT �RSbNT/SUPE��-OR ANYTHING RELATED TO SAME,LEGALLY NOR C CONTRACTUALLY. DESIGN PROFESSIONALS IS NOT RESPONSIBLY TO IDENTIFY OR CONTROL POINTS _ 2. CONSTRUCTION SHALL BEGIN AT THE LOWEST ELEVATION AND/OR INVERT(POINT OF PRpFETS FINAL STRUCTURµ DESIGN SHOP DRAWINGS PREPARED 8Y THE APPROPRMTE AN IN THE IN THE PROJECT REPORT ANY JOB SITE SAFETY ISSUES.AT ANY TIME. (� m CONNECTION)AND PROGRESS UP GRADIENT.WHERE UTILITIES ARE PROPOSED TO 19,STORM �A`LICENSED IN THE STATE WHERE THE CONSTRUCTIONALL WORK IMMEDATELY AND NOTIFY OWNER AND ENGINEER OF RECORD RECARDIIC CEASE 14. DESIGN PROFESSIONµ$WILL REVIEW CONTRACTOR SUBMITTALS WHICH THE 6 FIORIZOIlfµ CONTROL PDINT 6 O RAVAGE%PE:UN OCCURS. S CROSS/TRAVERSE IXISTINC UNDERGROUND UTILITIES,THE ELEVATIONS OF THE LESS INDICATED OTHERWISE,ALL STORM SEWER PIPE HE DISCOVERY OF SAME. CONTRACTOR IS REOORED TO SUBMIT,BUT EXISTING UFIA TEST SMILE BN VERIFIED IN THE FIELD P MUST BE REINFORCED CONCRETE PIPE(RCP)CLASS III WITH 11. DESIGN P CHECKING FOR CONFORMANCE WITH ONLY FOR THE SOLE PURPOSE OF ® HBPoZONTµ!VNRIMN. EXCAVATING A TEST PR AT THE PROP RIOR TO CONSTRUCTION BY WHEN HIGH-DENSITY SILT TIGHT JOINTS. ROFETSIOWYS HAS NO RESPoNSIBILIIY REGARDING JOB SAFETY AND/OR THE IMEM OF THE OESIOL AND CONTRACT0 VERTICAL CONTRA a �w POLYETHYLENE PPE(HOPE)IS CANED FOR ON THE PLANS,R �RSM'HT/SUPERVISION,OR ANYTHING RELATED TO SAME.LEGALLY NOR LAMENTS, DESIGN PROFESS04AL INC IS NOT RESPONSIBLE FOR ANY DEVIATIONS BENCHMARK POINT O YT OSED UfKITI'CROSSING POINT TO VERIFY FROM THE CONSTRUCTION DOCUMENTS UNLESS CONTRAC EXISTING UTILITY LOCATIONS/EIEVATI0N5/INVERTS, SHOULD THE FIELD VERIFIED MUST CONFORM TO AASMO M294 AND TYPES CONTRACTUALLY.EXISTING UTILITY L T CONFLICT CORRUGATION (SMOOTH INTERIOR WITH ANGULAR DIRECTION TO DO S0,IN WRITING, TOR RECEIVED EXPLICIT DOMESTIC WATER WITH THE PROPOSED SITE DESIGNS,THE )WYfTH GASKET FOR SILT lIQNT JOINT.PVC PIPE FOR ROOF DV. RAIN 12. THE CONTRACTOR IS RESPONSIBLE FOR ALL TIEANS MD METHODS'NECESSARY TO 15. THE C FROM DESIGN PROFESSIONALS INC. CONTRACTOR SHALL NOTIFY THE DESIGN ENGINEER IN WRITING µID SHALL NOT CONNECTION MUST BE SDR 26 OR SCHEDULE 40 UNLESS INDICATED OTHERWISE PREVENT MOVEMENT,SERLEMENT,OR COl1APSE OF EXISTING CONTRACTOR IS RESPONSIBLE FOR IMPLEMENTING AND MAINTERHER ON TRAM PROCEED WITH SAID UTILITY CONSTRUCTION UNTIL FURTHER DIRECTION IS GIVEN 20.SWRARY SEWER%PE MUST BE POLYVINYL CHLORIDE OTHER IMPROVEMENTS THAT STRUCTURES.AND ANY PROTECTION PLAN FOR ALL WORK THAT AFFECTS PUBLIC TRAVELAND OR ® C,� L s WATER MAN W •� f FROM THE DESIGN ENGINEER. (PVC)SDR 35 IXCEM WHERE ME TO RENNIN ARE pAIIAGEp ARE TO $S�HµL MANG DE USING NEW OF�� TME CDST A�OUIATED WITH SAID PfAN SHALL BE INCWDED IN THE 805E W W'A7ER SERVICE WS ` 0 0 INDICATES OTHERWISE SMITHY LATERAL MUST BE PVC SCHEDULE 40 OR PVC SOIL 3. CONTRACTOR MUST VERTICALLY AHD HORZONTALLY LOCATE µL UTILTET AND 26 UNLESS INDICATED,IN WRITING,OTHERWISE, BID/CONTRACT COST. F FIRE SERVICE LINE SERVCES INCWDING,BUF NOT LINKED 70,GAS,WATER.ELECTRIC,SMITHY AND SEWER%PE LENGTHS INDICATED ARE NOMINAL AND MEASURED 13 EARTH WTRKTH�S RESULTING IN APRE-DEMOLITION CONDITION,OR BETTER. 16. AL ONS TE AND OFFSITESIGNpGE AND SIQNING AND PAVEMENT MORNINGS SHAY F 21,STORM AND SANITARY CONTRACTOR IS RESPONSIBLE FOR AL REPAIR COSTS N NON-POTABLE WATER LINE STORM SEWER,TELEPIONE.CABLE,FIBER OPTIC CABLE,ETC.WTIHIN THE LIMITS OF CENTER OF INLET AND/OR MOHIWLE$STRUCTURE TO CENTER OF 57RI1C7URE, FOOTING,OR OTHER MgTERML$WITHIN THE WORK OF SHALL BE IN ACCORDANCE FORM TO MANUAL OF UNIFORM NPW DISTURBANCE OR WORK SPACE,WHICHEVER IS GREATER.THE CONTRACTOR MUST ACTIVIST,DEMOLITION OR REMOVAL OF AR BUILDINGS FOUNDATION WALLS, TRAFFIC CONTROL DEVICES OR LOCAL APPROVAL WATER LINE,ABANDONED USE,REFER 70,AND COMPLY WTI-THE REQUIREMENTS OF THE MPUCABLE UTILITY 22 PRELIMINARY ARCHRECTURµ PLANS.O.S ONTRACTORXIS�RESPOMSSLE AND ARE FOR REVIEWING 14.µID CONFORM NG TITHE FDA$p RESULT QF SPECIFKE4 SHALL REQUIREMENTS. NOTIFICATION SYSTEM TO LOCATE ALL THE UNDERGROUND UTILITIES.THE CONTRACTOR 17. ALL DIMENSIONS ME TO FACE OF CURB,EDGE OF PAVEMENT,OR EDGE OF WATER VALVE ® Y^ L {a �59� IS RESPWSBLE FOR AND COORDINATING THE FINAL ARCHITECTURAL PLANS 70 VERIFY FINAL LOCATIONS BUILDING,UNLESS NOTED OTHERWISE. WATER METER ® Egg yyys REPAIRITO ALL DAMAGE Tp ANY EXISTING L SM WRING µL ROOF DRAINS. ONS OF COMPLIANCE WITH THE RECOMMENDATIONS AND GUIDANCEOOFATHE GEOTECHNMICAL M18. �[% � � CONSTRUCTION.AT AM COST TO THE OWNER.CONTRACTOR SHALL BEM ALL COSTS 23.SEWER$CROSSING S7REAIT AHD/OR LOCATION WITHIN f0 FEET OF THE STREAM 15. TREPORTHE USE OF EXPLOSIVES FOR THE PURPOSE OF 1B THE CONTRACTOR SHALL INSTµL MD/OR CONSTRUCT ALL ASPECTS OF THE .(A ASSOCIATED WITH DAMAGE TO ANY EXISTING UTILITIES DURING CONSTRUCTION, EMBANKMENT,OR WHERE SITE CONDITIONS 50 INDMATE,MUST BE CONSTRUCTED OF TRUST NOT BE X CONES FOR OF µL LOCAL,STATE AND ENDERµ REGULATIONS. PROJECT IN STRICT STANCOMPDARDS.REICE WITH AND ACCORDANCE WITH MANUFACTURER'S FIRE HYDRANT g Tq�i 4. R IS THE CONTRACTOR'S RESPONSIBILITY TO REVIEW ALL CONSTRUCTION CONTRACT STEEL.REINFORCED CONCRETE.DUCTILE IRON OR OTHER SUITABLE MATERIAL THE CONTRACT SHNL INSTALIATION STANDARDS'RECOMMENDATIONS AND SPECIFICATIONS. LIQUID FUEL DEMOLITION OR ROCK REMOVµ 19 MAINTENANCE @PROTECTION OF TRAFFIC IS ACCORDING TO THE Cr DOT UNIFORM Z as Y• d DOCUMENTS INCLUDING,BUT NOT LIMITED T0,µL OF THE DRAWINGS AND SEWERS CONVEYING SMRARy FLOW CONBNED SANITARY MD S70RNWATER FLOW OR STATE AND LOCAL GOVERNMENTS.THE CONTRACTOR IS ALSO RESPONSIBLE FOR ALL LF MAIN LIQUID FUEL LINE 2 SPECIFICATIONS ASSOCIATED WITH THE PROTECT WORK SCOPE PRIOR TO THE INDUSTRIAL FLOW MUST BE SEPARATED FROM WATER MANS BY A DISTANCE OF AT INSPECTION.OCAL D VE OR TESTING p$MAY BE REQUIRED ANY Mp ALLD By THE SIC MWUA. -LFS LIQUID FUEL SERVICE LINE LFS j a Hill INITIATION AND COMMENCEMENT OF CONSTRUCTION.SHOULD THE CONTRACTOR FIND LEAST 10 FEET HORIZONTALLY.IF SUCH LATERAL SE INSPECTION, IS HOT POSSIBLE. CONVICT AND/OR DISCREPANCY BETWEEN THE DOCUMENTS RELATIVE TO THE AMERICANS WITH DISABILITY ACT NOTES TO LF LIQUID FUEL LINE,ABANDONED yEg g Fts Of THE PIPES MUST M IN SEPARATE TRENCHES WITH THE SEWER AT LEAST 18 INCHES 16. CONTRAC'TORD SHµL CONTROL TRAFFIC ON AND OFF$RE T CONFORMANCE WITH THE IRRIGATION tL Y SPECIFICATIONS OR THE RELATIVE OR APPLICABLE COMES,REGULATIONS,LAWS. BELOW THE BOTTOM OF THE WATER MAN,OR SUCH OTHER SEPARATION AS CONTRACTOR S6 RULES.STAMES MD/OR ORDINANCES.R IS THE CODES SOLE APPROVED BY THE ppVERNMENT AGENCY WITH JURISDICTION OVER SpL1E.WHERE CURRENT FHWAMgryUAL ON UNIFORM IRRIGATION ONES rya S ¢§ gA{� RESPONSIBILIN TO NOTIFY THE PROTECT ENGINEER OF RECORD,IN WRITING,DF SAID THE FEDE TRAFFIC CONTROL DEVICES"(MUTCD),AND LIGHTING 1 Y.1�S 6(i APPROPRIATE SEPARATION FROM A WATER AWN IS NOT POSSIBLE,THE SEWER MUST �"STATE'AND LOCAL REGULATIONS FOR ALL ASPECTS OF OEMDIITION CONVICT AND/OR DISCREPANCY PRIOR TO THE START OF CONSTRUCTION. BE ENCASED IN CONCRETE,OR CONSTRUCTED OF DUCTILE IRON PIPE USING AND SITE WORK. S. ME CONTRACTOR MUST INSTALL.µL STORM SEWER AND SANITARY SEWER NECHANIOµ OR SLIP-ON JON15 FOR A DISTANCE OF AT LEAST 10 FEET DN EITHER 17. ALL WORK SHALL BE PERFORMED WITHIN THE LIMITS OF WORK AS NOTED ON THE SUHDINGTHE NTO 1ICIIµ PRIOR TOR SHALL TO STA pPoCpNSTUC710N.CONTRACTORS SHALL BE # POLE MOUNTED LIGHT COMPONENT WHICH FUNCTION BY GRAVITY PRIOR TO THE INSTALLATION OF ALL SIDE OF HIVE CROSSING,IN ADDITION.ONE FULL LENGTH OF SEWER PI SHOULD SITE PLANS. Q GROUND MOUNTED LIGHT J o CANER UTILITIES, BE LOCATED SO BOTH JOINTS MALL BE A$FM FROM THE WATER LINE AS POSSIBLE. 18. DESIGN PROFS PRECISE IN THE CONSTRUCTION OF AMERICANS WITH pSABILITIES ACT A NATURAL GAS S'r!n 6. CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF SITE PLAN DOCUMENTS AND WHERE A WATER MAN CROSSES UNDER ASEWER,-ADEOW7E STRUCTURAL SUPPORT SSpNµS INC.IS NOT RESPONSI8LE FOR THE MEANS,METHOD PARKING,COMPONENTS MD ACCESS ROUTES FOR THE PROJECT.THESE COMPONENTS E FOR THE SEWER MUST BE PROVIDED. AND/OR PROCEDURES TO BE IMPLEMENT FOR THE PROJECT.µL WORK MUST BE IN SHALL COMPLY WITH µL APPLICABLE STATE AND LOCAL ACCESSIBILITY LAWS MIT -- LL O ARCHITECTURAL DESIGN FOR EXACT BUILDING ITLITY CONNECTION LOCATIONS CREASE TRAM REQUIREMENTS/DETAILS•DOOR ACCESS,AND 24.WATER MAIN AND WATER REQUIREMENTS WITH µ`TTA7E'ENDERµ,LOCAL,AND JURISDICTIONAL REGULATIONS AND JIVE CURRENT A0.0 REGULATIONS AND CO GAS MAN G EXTERIOR GRADING.THE SERVICE PIPING SHALL BE INSTALLED IN ACCORDANCE WITH THESE COMPONENTS INCLUDE,BUT ARE E FOLLOWING: STANDARDS. �+ CAS SERVICE LINE GB B S ARCHITECT WILL DETERMINE THE UTILITY SERVICE SZES.THE CONTRACTOR MUST THE REQUIREMENTS AND SPECIFICATIONS OF THE WAILER AUTHORITY HAVING 19. DEBRIS SHALL NOT BE BURIED ON �YLI LIMITED TO THE FOLLOWING: Z� COORDINATE INSTALLATION OF UTILITIES SERVICES WITH THE IN CONTRACTOR COMPANIES, JURISDICTION. IN THE ABSENCE OF SUCH SPECIFICATIONS.WATER MAN PIPING SITE.ALL DEMOLITION MATERIALS TO BE --G GAS LINE,ABANDONED E j MUST BE CEMENT- DISPOSED OF SHALL BE DONE SO IN ACCORDANCE WITH AL MUNICIPAL COUNTY. 'PARKING SPACES AND PARKING AISLES SHALL NOT EXCEED A 1:50(1/4'PER FOOT OR POWER b TO AVOID CONFLICTS AND TO ENSURE THAT PROPER DEPTHS ME ACHIEVED.THE LINED DUCTILE IRON(DIP)MINIMUM CLASS 52 THICKNESS.ALL ff y n n WORK AND MATERIALS MUST COMPLY WITH THE APPLICABLE AWWA STANDARDS IN STATE,AND FEDERAL LAWS MD APPLICABLE CODES.THE CONTRACTOR MUST CONTRACTOR IS RESPWSIWIT FOR ENSURING THAT INSTALLATION OF µL MAINTAIN RECORDS OF ALL DISPOSAL ACTIVITIES NOMINALLY 2.OX)SLOPE IN ANY DIRECTION, E Y w IMPROVEMENTS COMPLIES WITH ALL UTILITY REQUIREMENTS WITH JURISDICTION EFFECT AT THE TIME OF THE SERVICE APPLICATION, 20.CONTRACTOR MUST PREPARE RECORD DRAWINGS DEPICTING THE LOCATION OF ELECTRICAL LINES,OVERHEAD EO -CURB RAMPS-SHALL NOT EXCEED A 1:12(8.3X)SLOPE FOR A MAXIMUM LENGTH OF E ELECTRICAL LINES,UNDERGROUND fe MD/OR CONTROL OF THE SITE.AND µL OTHER APpLICMLE REQUIREMENTS,RULES, 25.THE CONTRACTOR SHALL ENSURE THAT ANY AND µL WORK LOCATED IN EXISTING SIX(6)FEET. EU PAVED BE REPAIRED IN ACCORDANCE WITH REFERENCED MU PAL.COUNTY µID/OR IXI� OULITIES THAT ARE CARPED,PBANDONEp IN PLACE,OR RELOCATED Mp STATUTES,LAWS ORDINANCES AND COONS MD,FURTHER,S CONNECTING RESPONSIBLE FOR RAMPS SHALL BE EQUIPPED WITH LANDINGS AT EACH END,SHALL NOT EXCEED 1:50 PROPERLY �. UTILITY POLE d' COORDINATING THE UTILITY TIE-INS/CONNECTIONS PRIOR TO CONNECTING TO THE PROVIDE TO THE PROPERTY OWNER AND THE ENGINEER OF RECORD. '1V DOT DUALS AS APPLICABLE CONTRACTOR IS RESPONSIBLE TO COORDINATE THEE 21.CONTRACTOR SHALL PREVENT THE EMISSION OF DUST,SEDIMENT,AND DEBRIS FROM EXISTING UTILITY/SERVCE.WHERE A CONFLICT(5)IXI5T5 BETWEEN THESE SITE pIAHT WITH AIDING,INSPECTION AND APPRpyµ OF COMPLETED WORK WITH THE AGENCY THE SITE.MD SH4LL BE RESPONSIBLE FOR CORRECTIVE MEASURES SUCH AS ACCESSIBLE ROUTES SIOHNI BE p MINIMUM N AND HAVE OF Jg WIDE AWAY FOR THE(UNOBSTRUCTED). pIHpPoNpRAI.G AND THE ARCHITECTURµ PLANS.OR WHERE MCHRECTURµ PLAN VTKITY WITH AGENCY HAVING JURSDNCTION OVER THE PROPOSED WORK. PROPERTY LINE AGE 28. THE CONTRACTOR SHKL, BY BARING OR BY TEST PR,DETERMINE THE DEPTH 70 STREET SWEEP] AND CLEAN IS WORK A5 DEEMED NECESSARY BY THE ENGINEER AND CAR OVERHANGS MAY NOT OBSTUCT THESE AREAS, LONGITUDINAL SLOPES O IRONY L CONNECTION POINTS DIFFER,THE CONTRACTOR MUST IMMEDIATELY NOTIFY THE GROUNDWATER AT THE LOCATION OF NNY PPOPoSED DWELLINGS THAT WILL CONTAIN OF THE AUTIHORIIY HAVING JURISDICTION. (DIRECTION OF 7RAVEL)SHALL NOT EXCEED 1:20(S.OX)AND SHALL HAVE A CROST 0 3 ENGINEER,IN WRITING,AND PRIOR TO CONSTRUCTION,RESOLVE SAME • 7. WATER SERVICE MAIERWS,BURIN.DEPTH,AND COVER REQUIREMENTS MUST BE ABASEMENT. IF GROUNDWATER IS ENCOUNTERED WITHIN THE PROPOSED BASEMENT GENERAL NOTES SLOPE NO GREATER THAN 1:50(2.0X) MONUMENT W SPECIFIED BY THE LOCAL UTILITY COMPANY.CONTRACTOR'S PRICE FOR WATER METHODS,APPROVED BY AREA,BASEMENTS L THE NOTAUIH)NTRIIYA`LFRPOAA9JUMN, UJUJ RSp 7LESS CjOVIH1 TRNE UTILIZED.WHERE CONTRACTOR SHALL ADIIERE TO AND IS RESPONSIBLE FOR COMPLANCE WITH ALL ANO A STRUCTIONIB R SLOPE OF ROADS SERVICE MUST INCLUDE µL FEES,COSTS AND APPURTENANCES REQUIRED BY THE TULIP%IMPS ARE INSTALLED,ALL DSCHARGED MUST BE CONNECTED TO ME STORM •ACCESSBLE ROUTES EXCEEDING 1:20(5.0X)SHALL BE CONSIDERED A?AMP-. CONTACT TO PROVIDE FULL AND COMPLETE WORKING SERVICE.CONTRACTOR MUST SEWER OR DISCHARGE TO AN APPROVED LOCATION MAXIMUM SLOPES OF A RAMP SHALL BE 1:12(8,3X)IN THE DIRECTION OF TRAVEL, GUARD RAIL CONTACT THE APPLICABLE MUNN:IPALTry TO CONFIRM THE PROPER WATER METER AND DETAILS.NOTES,PLANS AND SPECIFICATIONS CONTAINED HEREIN. IT IS THE 1:50(2.0%)• RAMPS SHALL HAVE MAXIMUM RISE OF 2.5 v OR ". SIGN j RESPONSIBILITY OF THE FULL COMPLIANCE TO ENSURE THAT ALL WORK PERFORMED BY THEIR OF THE RAMP.E ENDING%SHALL HOT RAILS AND EXCEED 1:50LA(2.OX)INT THE TOPS AND ANy DIRECTION TTOAI EROSION CONTROL v OR av VAULT,PRIOR TO COMMENCING CONSTRUCTION. 27.FOR SINGLE AND MULTI-FAMILY RESIDENTIµ PROJECTS,SPOT ELEVATIONS) WITH ESE ADJACENT TO THE BUILDINGS ARE SCHEMATIC FOR!ION-SPECIFIC BUILDING 1.U�THET FOLLOWING DOCUMENTS ME INCORPORATED BYRREFERENCE AS PART OF TH5 •A WIpDIC THNl BE PROVIDED AT THE EXTERIOR OF µL p00RT, LAHpIHGS SHALL S. ALL NEW UTILITIES/SERVICES.INCLUDING ELECTRIC.TELEPHONE•CABLE N,ETC.ME FOpTPBNTS, HAVE POSITIVE DRAINAGE AWAY FOR THE LANDING. SF SILT FENCE Z 70 BE INSTALLED UNDERGROUND.µL NEW UTILITIES/SEMMCES MUST BE INSTALLED AND SHALL PROVIDE A MINIMUM OFUSIX D(6INCHEON FINAL S BELOW TOP PANS SHE PUN: SITE FEATURES SF ST IN ACCORDANCE WITH THE UTILITY/SERVICE PROVIDER INSTAL ES SPECIFICATIONS FOUNDATION/CONCRETE MD/OR 51X(6)INCHES BELOW THE F NOT EXCEED 1:50(2,07[)IN ANY DIRECTION Mp HAVE POSITIVE I AND STMDMDS. PLAN ENTITLED'PROPERTY!TOPOGRAPHIC SURVEY•PREPARED BY DESIGN THE LANDING. THE LANDING SHALL BE ND LLSSTHAN 60 INCHES LONG UNLESSX-_X EDGE OF WATERWHICHEVER IS LOWER,AND _ A AYE ROM THE, PROFESSIONALL5,INC.•DATED 3/8/2017. DRAINAGE AWAY FOR B. SITE GRADING MUST BE PERFORMED IN ACCORDANCE WITH THESE FANS AND STRUCTURE(MWNMUN OF 2X)UAJ.CONSTRUCTION,INCLUDINGE AGRADTC,MUSTS PERYTITED OTHERWISE PER THE ADA REGULATIONS BARBED WIRE FENCE SPEC AND THE HIS PLANNSET.THE SET FORM IN THE GEOTECHNICµ COMPLY WITH µL APPLICABLE BUILDING CODES,IOCµ,STATE AND MG. - PLIANT ENTITLED"$RE DEVELOPMENT PUN'PREPARED BY DESIGN PROFESSIONALS, X--%INC..DATED it/22/O6 AND REVSED THROUGH 3/20/Oe. THE CONTRACTOR SHALL VERIFY µL EXISTING ELEVATIONS SHOWN ON THE PUN IN CHAIN LINK FENCE _ REFERENCED IN THIS PLAN SET,THE CONTRACTOR S RESPONSIBLE FOR REWWEMEITH REWLATIONS AND ORDIHMCE. _ W REMOVING IN REFACING UNSUITABLE T.ALL EX WITH SUITABLE MATERALS AS - REPORT ENTITLED'%REUMINARY GEOTECHNICµ STUDY FOR WAREHOUSE/DISTRIBUTION AREAS Of EXISTING DOORWAYS ACCESSIBLE ROUTES OR OTHER RAIL FENCE SPECIFIED IN THE CEOIECHNbA1 REPORT.ALL EXCAVATED OR TILLED AREAS MUST 26.THE RELOCATION OF EXISTING AN THE INSTALLATION OF NEW UTILITY POLES FACILITY,RYE STREET,TpUTH WIHpSOR,CONNECIICUT'PREPARED BY DR.CLARENCE AREAS OF S AREAS WHERE c c STOCKADE FENCE BE COMPACTED AS AN TRANSFORMERS ME AT THE SOLE DSCRETON OF UTILITY COMPANY PRIOR TO PROPOSED.THE CONTRACTOR SHALL NOTIFY THE DESIGN ENGINEER a OUTLINED IN ME CE07ECHNbµ REPORT.MOISTURE CONTENT AT WELTI,P.E.,P.C.,DATED MAY 2006. OF ANY FIELD CONDITIONS THAT DIFFER IN ANY MANNER FROM WHAT IS SHOWN TIN THE +�+ CC - 11 E Of PLACEMENT MUST BE SUBMITTED IN A COMPACTION REPORT PREPARED BY COMMENCEMENT OF ANY WORK,THE CONTRACTOR SHALL WORK WITH THE THE CONTRACTOR PUNT•IN WRITING,BEFORE COMMENCEMENT OF WORT(, WIRE FENCE +�+ .I A QUALIFIED GEOTECHNICAL ENGINEER,REGISTERED WTIH THE STATE WHERE THE APPROPRIATE SILLILY COMPANIES TO FINALIZE ALL SILLILY SERVICES MD/OR SHALL CONFIRM THAT THEY ARE IN RECEIPT OF THE CURRENT VERSION OR 1? OF HIVE REFERENCED DOCUMENTS PRIOR TD THE COMMENCEMENT OF NNY WORK. TREE VARIOUS ewV WORK S PERFORMED•VNRIFTNG TIHAT µL FILLED AREAS AND SUBGRADE AREAS RELOCATIONS R TO ASSURE HO CONFLICT WIT THE DESIGN PLANS. SHOULD A 2. CONTRACTOR MUTT FIAVE COPIES OF ALL PERMITS MIT APPROVAL ON SITE AT µL a WITHIN THE BUILDING Opp AREA MD gRNlS TO BE PAVED HAVE BEEN COMPACTED CONFECT ANISE DUE TO THE FINAL DESIGNS OF THE UTILITY COMPANY,THE TREE LINE IN T FORTHAIN WITH THESE DUNS.SPECIFICATIONS AND THE RECOMMENDATIONS CONTRACTOR SHALL NOTIFY THE DESIGN ENGINEER IN WRING AND AWAIT A WRITTEN AIDES.THE CONTRACTOR E RESPONSIBLE TO ENSURE THAT ALL REQUIRED PERMITS IL j SET FORTH IN THE GEOTECHNIQAL REPORT AND AL APPLICABLE REQUIREMENTS, AND APPRWALS HAVE BEEN OBTAINED PRIOR TO PERFORMING ANY WORK ONSRE OR DSYL 4•DOUBLE SOLID YELLOW RULES'STATUTES,LAWS,ORDINANCES AND CODES.SUBBASE MATERIAL FOR RESOLUTION PRIOR TO PROCEEDING WITH FURTHER UTILITY INSTALLATIONS. OFFSITE. THE CONTRACTOR SHALL THOROUGHLY REVIEW AND UNDERSTAND AL LINE SDEWALKS,CURB,OR ASPHALT MUST BE FREE OF ORGMKS MD OTHER PERMITS AND PERMIT CONOTDNS PRIOR TO FABRICATION OF ANY MATERIALS OR SSWL 4•SINGLE SOLID WHITE UNSUITABLE MATERALS,SHOULD SUBBASE BE DEEMED UNSUITABLE BY DEMOLITION NOTES PRODUCTS TO BE USED AS PART OF THE PROJECT. LINE DWNER/GEVEOPER OR OWNER/DEVELOPER'S REPRESENTATIVE,SUBBASE IS TO BE 3. ALL WORK SHALL BE EXECUTED IN ACCORDANCE WITH THESE PLANS,THE PROJECT'S BOLO BIT,CONIC.LIP CURB $ REMOVED AND FILLED WITH APPROVED FILL M4 JIVE CONTRACTOR SHALL REVIEW µL SITE PLANS(AND ARCHITECTURµ DRAWINGS AS SPECIFICATIONS.CONDITIONS OF APPROVALS AND PERMITS.AND µL APPLICABLE PCC PRECAST CONCRETE CURB g THE GEOTECHNbpL REPORT. MATERIAL COMPACTED AS DNRECTED BY APPLICABLY)70 ASSURE THAT µL DEMOLITIONS ACTIVITIES MD INCIDENTµ WORK RULES,REGULATIONS,CODES,LAWS MD STRMESHAVING SMRARY SEWER EAR7MYpRK ACTIMIES INCLUDING,BUT NOT LIMITED Tp NECESSARY FOR THE CONSTRUCTION OF THE NEW SITE IMPROVEMENTS ARE COMPLETED. 4. THE GEOTECHNMAL REPORT AHD RECOMMENDAM ON$S NOTED HEREIN p GMT OF _ EXCAVATION,BACKFlLL,MD COMPACTING MUST COMPLY YAIIH ME RECOMMENDATION JURISDICTION OVER THE PROJECT. f7 IN THE GEOTECHNICAL REPORT AND ALL APPLICABLE REQUIREMENTS.RULES, THE DEMOLITION PLAN S INTENDED TO PROVIDE ONLY GENERAL INFORMATION REGARDING -5 SANITARY SEWER MAIN STATUTES,LAWS ORDINANCES AHD CODES. IN THE ABSENCE OF A GEOTECHNICPL ITEMS TO DEMOLISHED AND/OR REMOVED. THE CONSTRUCTION PANS AND DOCUMENTS.IF DISCREPANCY OR AMBIGUITY EXISTS, SOHITARY SEWER SERVICE LINE SEREPORT EARTTW/FOR ACTIVITIES MUST COMPLY WITH THE STANDARD STATE DOT THE MORE STRINGENT REQUIREMENTS AND/OR RDISCREECOMMENNY OR CONTAINED IN THE NDMENTS FOR ROANS THERETO. C MS PLAN REFERENCES THE FOLLOWING DOCUMENTS AND INFORMATION: IMMEDATELy NOTIFY ME ENDINEERN WRITING SHOULD ANY CONFLICTS BE 5 SANITARY SEWER LINE,ABANDONED y AMENDMENTS S REVISIONS Y CONDUCTION(LATEST EDITION)AND MYPLAN GOVERN. THE CONTRACTOR SHALL SANITARY SEWER MMHOIE q 10. ALL FILL.COMPACTION,AND BACKFILL AfpTERWS REQUIRED FOR MLITY INSTALLATION - PINN ENTITLED'PROPERTY 8 TOPOGRAPHIC SURVEY pLDI DSTBBUIION FACILITY,295 IDENTIFIED PRIOR TO COMME'NEE WITH ANY MOTIONµ WORK STORM SEWER �4 RYE STEET.SdfTll WINDSOR.CT'PREPARED By DESIGN PRpFESSIOF4LS,INC.. 5. COHIRAC70R SkiALL FIELD VERFY ALL EXISTING CONDITIONS AND PROPOSED LAYOUT MUST BE AS PER THNCING E ATED WITH THE NS PROVIDED IN THE GEOTECHNT AL REPORT DATED 3/8/2017. In AND MUST BE COOROMWED WITH THE APPLI DIMENSIONS AND MUST AND NOTIFY DESIGN PROFESSIONALSTORM DRAIN PIPE Z IN THE ABSENCE OF A OEOIECHNbAL REPORT R RECOMMENDATIONS.FILL ANDIMMEDATELY IF INC..ITC IN WRITING, D STORM DRAIN PPE,ABANDONED COMPACTION MUST,AT A MINIMUM.COMPLY WITH THE STATE OOT REQUIREMENTS 1 CONTRACTOR MUST NOTIFY,IN WRITING,DESIGN PROFESSIONALS INC,IF THEY ANT ACTWL SITE CONDTONS DIFFER OR ARE IN CONFLICT WITH THE Q PROPOSED WORK.NO EXTRA COMPENSATION WILL BE PAD TO THE CONTRACTOR FOR R ROOF LEADER AND SPECIFICATIONS ANTI CONSULTANT SHNL HAVE NO LIABILITY OR QUESTIONS CONCERNING THE ACCURACY OR INTENT OF THESE PLANS.RELATED WORK WHICH HAS TO BE REDONE OR REPAIRED DUE TO DIMENSIONS OR GRAPES RL N FOR OR AS RESTED TO FILL,COMPACTION AND 8ACKFILL FIRMER.RESPONSIBILITY S SPECIFICATIONS•Aft'APPLICABLE SAFETY STANDARDS,OR THE SAFETY OF THE �W'N INCORRECTLY ON THESE PLANS UNLESS THE CONTRACTOR RECEIVES WRITTEN UNDERDRAN j FULLY RESPONSIBLE FOR CONTRACTOR OR THIRD PARTIES IN PERFORMING THE WORK ON THIS PROJECT. IF PERMISSION FROM DESIGN PROFESSIONALS INC,(pR PROPERTY OWNER UD EMPLY.IORK HE FULL. SUCH NOTIFICATION IS GIVEN,NO DEMOLITION OR SITE ACTIVITY MAY BEGIN UNTIL /DEVELOPER) STORM GRAN MANHOLE O Lu 11. TINE CONTRACTOR MUST COMPLY,TO THE FULLEST POEM WITH THE LATEST OSHA SUCH TIME THAT DESIGN PROFESSDNµ IHO PRpVIpNT A WRITTEN RESPONSE TO CMNG ALRHORIZATION TO PROCEED WITH SUCH ADDITIONAL WORK. STANDARDS AND REGULATIONS.MD/OR My OTHER AGENCY WITH JURISDICTION FOR SAME-ALL DEMOLITION WORK MUST BE PERFORMED IN ACCORDANCE WITH THESE 8. COMRAC70R SHALL REFER TO THE MCHITEC7U CURB INLET EXCAVATION MD TRENCHING PROCEDURES.THE CONTRACTOR S RESPONSIBLE FOR PLANS.THE PROTECT SPECIFICATIONS AND ALL APPLICATION LOCAL,STATE OR ALL AND /E%R LOCATIONS,ELEVATIONS.BUILDING DIMENSIONS,AHD EXACT UTILITY CATCH BASIN O BUILDING AND ADJACENT APPURTENANCES FOR EXACT LOCATIONS AND DIMENSIONS13 DETERMINING THE'//FANS AND METHODS'REWIRED TO MEET THE INTENT AND FEDERAL REGULATIONS. SUCH ENTRY YARD DRAIN PERFORMANCE CRITERIA OF OSHA AS DUEL AS ANY OTHER ENTITY THAT HAS 2. CONTRACTOR SHNL PERFORM AL WORK IN A SYSTEMATIC MD SAFE MANNER MD LOCATIONS. TOPOGRAPHY J JURSDIQ710N FOR EXCAVATION AND/OR TRENCHING PROCEDURES AND CONSULTANT IN ACCORDMCE WITH THE REQUIREMENTS OF THE OCC T'C M µ SAFETY N R 7' PRIOR TO THE PERFORMING ANY WORK ONSRE.ME CONTRACTOR SHµL REVIEW ALL l TRALL HAVE NO RDURES.BILIIY'FOR OR AS RELATED TO EXCAVATION AND HEµTH ACT OF 1970,(29 U.S.C.651 ET SEOJ.AMENDMENTS T00 AND/OR CONSULTANTS PLANS AND SPECIFICp1KTS INCLUDING THE ENTIRE STE DUN MIT CONTOUR s TRENCHING PROCEDURES. THE LATEST ARCHITECNRµ PLANS(INCLUDING.BUT NOT LIMITED T0.TTLAN ANµ. XL/�--- SPOT ELEVATION T 12. PAVEMENT NUSi BE SAW CUT INTO STWVGHT N REVSIONS TO S4AIE' MECHMMµ,ELE X61.Y t U LIES.AND EXCEPT FOR EDGE OF 3. PRIOR TO STARTING ANY SITE CTRMAL,PLUNBNG AND FIRE SUPPRESSION PLAN.WHERE TOP OF CURB/BDTION CURB g BUTT JOINTS,MUST EXTEND AT THE FILL DEFT OF THE EXISTING PAVEMENT.µL ACTIVITY OR DEMOLITION. THE CONTRACTOR SHALL APPLICABLE)' CONTRACTOR MUST IMMEDIATELY NOTIFY ARCHITECT AND 517E ENGINEER, iC/BC Y DEBRIS FROM REMOVAL OPERATIONS MUST BE REMOVED FROM THE SITE AT THE OBTAINING µL REQUIRED PERMITS(LOCAL.STATE AND/OR FEDERµ�ND MgINTAN WETLANDS TIME OF EXCAVATION.STOCKPILING OF DEBRIS WILL NOT BE PERM SAME SAME ON SITE FOR REVIEW BY THE ENGINEER TE OTHER REGULATORY AGENCIES M WITTING.OF ANY CONFLICTS,DISCREPANCIES OR AMBIGUITIES WHICH IXIST. 8. DEBITS MUTT NOT BE BURNED OR BURIED ON SITE AND ALL UNSUITABLE EXCAVATED WETANDS LINE 13. THE TOPS OF EXISTING ARMHOLES,INLET STRUCTURES.AND SANITARY CLEANOIrt THROUGHOUT THE DURATION OF THE PROJECT. 9. PRIOR TO STARTING ANY SITE MATERIAL AND DEBRIS(SOLID WASTE)MUST BE DISPOSED OF IN ACCORDANCE WITH TOPS MUST BE ADJUSTED AT NECESSARY,70 MATCH PROPOSED GRAPES, ACTIVITY OR DEMOLITION.THE CONTRACTOR SHA L THE PROJECTS SPECIFICATIONS AND 14. THE CONTRACTOR IS FULLY RESPONSBLE FOR VERIFICATION OF E'STING NOTIFY.AT A MINIMUM.THE BUILDING OFFICIAL,NUNICIPµ ENGINEER,DEPARTMENT PLANS.AND ALL LOL;AL STATE.AND FEDERAL RAMP + To INFORMATION AND UTILITY INVERT ELEVATIONS PRIOR TO COMMENCING OOF P INL W RKS,PLANNING AND ZONING COMMISSION,THE DESIGN ENGINEER•AN RULES MD REGULATIONS. R ANY CONSTRUCTION.CONTRACTOR MUST CONFIRM AND ENSURE 0.75X MINIMUM WETLAND COMMISSION,72 HOURS PRIOR TO THE START OF WORK 9 INSTAUATT14E GONTp i0F ANY SH0171HG THAT M4y BE REQUIRED,EXCAVATIONS AND THEE SHALL NAi D LANDSCAPE AREA � SLOPE AGAINST ALL ISLANDS.GUTTERS.AND CURBS,1.OX ON µl CONCRETE S. PRIOR TO STARTING ANY SITE ACTIVITY OR DEMOLI;bN,THE CONTRACTOR SRAU ACCORDANCE WITH CURRENT OSHA STANDARDS. THE CONTRACOF TOR IS ALSO �R SURFACES;AND 1.SX MINIMUM ON ASPHALT(EXCEPT WIHERE ADA REQUIREMENTS OR THE SPANS AND PRIOR TPOO O�AND SEORIEM CONTROL MEASURES AS NOTED ON Lu RESPONSIBLE FOR IMPLEMENTING MY ADDTpNµ PRECAUTIONS TO PROTECT AND EXISTING IOPOGRppHy UTYT ITT T),70 PREVENT PONDING.CONRACT0R MUST 6. PRIOR TO STARTING ANY SITE SITE DSTUR8INCE. ASSURE THE STABILITY Di AOMCENT,NEARBY AND CONTIGUOUS STRUCTURES AND IMEDNTELY IDENTIFY,IN WITTING TO THE ENGINEER,ANY DISCREPNNCIES THAT MAY ACTIVITY OR DELIIXLTIOH.THE CONTRACTOR SHALL PROPERTIES.CR COULD AFFECT THE PUBLIC SAFETY,HEµM OR CENERµ WELFARE,OR PROJECT FOR BEFORE YDU DIG MD/OR THE MPLICABE STATE DAMAGE CONTROL.SYSTEM 10. THE CONTRACTOR y COST'IF CONTRACTOR PROCEEDS WITH C THE REQUIRED UTILITY SHALL PROTECT AND ASSURE STABILITY OF STRUCTURES NOTIFICATION,MUST BE AT THE CONTRACTOR'S OWN R PROVM9IG PROJECT IN T14E R TO MS.THE CONTRACTOR IN VAN OF ANY EARTH DISTURBANCE. (SIDEWA.KS AND PAVEMENT.UTILTES.BURDINf.S.MD IN IXISTING ONSTIE UTILITIES iNCLUDINC BUT RESPONSIBLE FOR LOCATING ALL TO THE NARK ARLA THAT ARE TO REMAIN,ANTI IMPLEMEMFRASTRUCTURE}1WACENT 15. PROPOSED TOP OF CURB ELEVATION$ME GENERALLY W ABOVE EXISTING LOCAL SANITARYCWM AND STORM NOT LIMITED TO CAS•WATER.ELECTRIC. MEASURES REWIRED TO ENSURE STRUCTURAL STABILITY OF SAME �C TOR O ASPHALT GRADE UNLESS OTHERWISE NOTED.FIELD ADJUST TO CREATE A MINIMUM AND ADJACENT TO THE LIMITS T THE PROJECT AND ABUTTING A SAFE WORK AREA FOR WORKERS.PE OF.075X CUTTER GRADE CABLE.ETC.WITHIN PEDESTRIANS.µAI THIRD PARTY µOHG CURB FACE.IT IS CONTRACTOR'S OBLIGATION TO 7. PRIOR TO CONSTRUCTION,THE PROPERTIES. ENSURE THAT DESIGN ENGINEER APPROVES FINAL CURBING CUT SHEETS PRIOR TO TO PERFORM THE 0 CDNTRACTOR SHALL SECURE THE SITE AS NECESSARY 11. THE CONTRACTORS RESPoNTIBLE FOR ALL'NUNS AND METHODS'NECESSARY TO 6 INSTALLATION OF SINE, EYOLIIIOH IN A MANNER AS TO PREVENT THE ENTRY OF PREVENT MOVEMENT,SER ONSflX OR ALL'ME OF EXISTING OR PROPOSED STRICTURES(.INCLUDING BUT NOT LIMBED TO ORA910GE,UTILITIES,PAVEMENT, STRIPING,CURB,ETC) AND ANY OTHER IMPROVEMENTS THAT ARE TO REMAIN ANDT C-N7 s+ffr z oP T I ' � c \ RFKPFw"Fc �Y�LL ~ ` THIS PLAN REFERS TO THE FOLLOWING: Rol-, e N / 1. PLAN ENTITLED'PROPERTY R T PREPARED B SURVEY,AUDIPRO DISTRIBUTION N FACILITY,23/RYE +WINDSOR.CT'PREPARED BY DESIGN PROFESSNNJALS,INC.,DATED 3/B/2O17 pp NOTES'DEMOLITION PLAN I I \\ F4 a 1. 'CALL BEFORE YOU DIG'-CONTRACTOR SHAM NOTIFY UTILITY COMPANIES OF PENDING r < 11 \\ EXCAVATION BY CALLING 011 AT LEAST 3 WORKING DAYS PRIOR TO BEGINNING EXCAVATION. Y ii s T u \ 2. THISREF PUN SHALL BE USED FOR DEMOLITION PURPOSES ONLY ..pp \ I I \ 3. REFER TO NOTES SHEET FOR DEMOLITION NOTES € s> \\ 4. ALL EXISTING UTILITIES TOA LI REMOVED OR ABANDONED.SHALL BE DONE 50 &q '� ACCORDANCE WITH THE APPLICABLE UTILITY COMPANIES GUIDELINES AND REQUIREMENTS. nQ 0 it \\ !� f T T APPROXIMATE LIMIT OF WORK r�_-------------- .01 p 5p f F APPROXIMATE LIMB OF PORTION \ p yy OF E%IBTING GRAVEL DRIVE TO f o d REMOVED.REFER TO;RE PLAN.. � / u0 I \ EXISTING FIRE HYDRANT WITH BOLLARDS TO BE PORTION OF EXISTING 30'EASEMENT IN FAVOR OF THE \\ PORTION OF EXISTING GRAVEL ' I I REMOVED/RELOCATED IN COORDINATION WITH THE CONNECTICUT WATER COMPANY TO BE RELOCATED IN \\ DRIVE TO BE REMOVED. CONNECTICUF WATER COMPANY AND THE FIRE COORDINATION WITH THE CONNECTICUT WATER COMPANY. ` I I I DEPARTMENT,REFER TO SITE AND UITLTIY PLANS. REFER TO UTILITY PLAN. EXISTING FIRE HYDRANT WITH BOLLARDS TO BE TO BSTING CONVERTECATCH D TO \\ \ F IL — -- REMOVED/RELOCATED IN COORDINATIOEXI N WITH THE \\ _. ARTMCONNECTICUTT.RE WATER COMPANY AND THE FIRE MANHOLE.REFER TO / LIMIT OF PORTION OF EXISTING WATER � DEPARTMENT.REFER TO SITE AND UTILITY PUNS. GRADING AND \\ LINE TO BE REMOVED/RELOCATED IN --.s.-.-_„� BIT — — — — ._ _ DRAINAGE PLAN. \\ COORDINATION WITH THE CONNECTKUT I I "3--PNZ- _—IXISITNG BITUMINOUS PAVEMEM WATER COMPANY.REFER TO UTILITY PLAN. I (.J� _ _ _ -�`---" - '"+.--- — — — — — ' 1 I — — —. ws,---„�_-- DRNEO BE REMOVW---. -.--.y BIT. c-- - - - - - - - - EXISTING W 1- --- _ / I -vs, _ \ I I I CATCH BASIN TO BE — — — — — —. — — pAYEMENT�-_-.� --�--. III-- _\,�\i-I I L J CONVERTED TO MANHOLE.REFER -- EXISTING I TO GRADING AND DRAIRAGE PLAN. —' �I - \ IA III LIMITSCURB TO BE LIMITS OF — - - - — - - — — \ REMOVED I I I I I CURBSTO BE EXISTING STORM DRAIN UNE- !\ , EXISTING CATCH BASIN STRUCTURE TO ' REMOVED EXISTING LAN(NG TO BE TO BE ABANDONED IN PLACE BE REMOVED AND REPLACED.REFER TO OBE ABANDONED RINNI PLACE REMOVED IN COORDINATION I TO GRADING AND DRAINAGE PLAN. WITH ARCHITECT(ttP) LIMIT OF PORTION OF EXISTING WATER III I I _ LINE TO BE REMOVED/RELOCATED IN 3632 EXISTING YARD DRAIN COORDINATION WITH THE CONNECTICUT LIMIT OF EXISTING SM"MINOUS /! / TO BE REMOVED WATER COMPANY.REFER TO UTILITY PUN. I I III PAVEMENT DRIVE TO BE REMOVED APPROXIMATE LIMIT OF EXISTING I I BITUMINOUS DRIVE PLAN. 1 I I I III BE REMOVED..REFER TO SITE PLAN. ¢ EASEMENT' FAVOR OF CONNEC / IF--- THE THE TICUT WATEE R COMPANY VOL. lsao PG 160 I II to It EX/SLING BUILDING O II II T pppp II w g a� I I II u I a {T3 1 I EXISTING HYDRANT TO REMAINI I O II b AND TO BE PROTECTED ' I v RING CONSTRUCTION W I £ \ I VOR OF I ' �I THE THE CONNECT/CUT �• I I 'v C S I ER COMPANY I \> s�g I I I I VOL. 1940 P. II I lO"ELEC CO✓ER II EXISTING LANDINGS To BE 01 • - FF.BB.00 WITH ARCHITECT(TYP) I I REMOVED IN COORDINATION I J u I VERHANG I h b I 20.0" 111' 4 I i I I TRANSFORMER ' I I FF.81.92 �oD' J II $I � I •I r I I ;,. S/ffT 3 OF 11 �LL 7N65 PLW REFERS 70 7HE FOLLOWING: Pi 1. PUW ENTREE.PROPERTY h TOPOGRAPHIC SURVEY,ALDI DISTRIB7jE ,295 RYE2£$$G ;t STREET,SOUTH WINDSOR,CT'PREPARED BY DESIGN PROFESSIONALS. D 3/8/2017 d5 lYdBJ 71bBU 'CALL BEFORE YOU DIG'-CONTRACTOR SHALL N076Y UTILITY COMPAG EXCAVATION w AT OR NEAR PUBLIC U7NnE5 CAL BI7 AT LEAST 72 HOURS PRIOR EXCAVATION.1I�11E.TM5.5 PW7SHALL NOT SITE LAYOUTZONING TABL ZONE:INDUSTRIAL C i ITEM REQUIRED/ 30,00 ASF 06.09ExatlA PRO HANG s S� AREA 30,000 SF 106.09 AC NO CHANGE :FRONTAGE 100' 1,860' NO CHANGE •�ma y DEPTH 150' 33.500' NO CHANGE d i Go \ FRONT YARD 35' 460.66' NO CHANGE SIDE YARD 10' 77.25' NO CN,WGE '2L REAR YARD 25' 576.44' 367.12' 6 {A BUILDING HEIGHT 40'/2 STORIES U0' <40' p¢ !FI 11;1i \ IMPERVIOUS COVERAGE 659 23X 29X 3490.700 SF t660,700 SF d\\ LOT COVERAGE 50X 11X 14X �� PARKING 574 237 NO CHANGEaep•py � \ y#� A�jj99;gy9 gpsFFF�� PARKINi3 Yi EESty>5 NOTES- REQUIREMENTS je$SSg Ju$ �F;$f \\� OFFICE$SE.1 SFA4.515PACE5/100D SF GFAEMPLOYEE F $$$§@ �\ \` FYICnNG TPfR 2016 PA°"INE LOT IXPA ^` A.S 1 _ RECENED WAVER MARCH 29,2007 TO ALLOW 151 PARKING SPACES w OFFICE: OFFICE: SF X 4.5SF X00-51 m e DISPATCH E 40 2.650 SF X 1.250-0=12 u ry \ / \ WAREHOUSE:468.595 Si X 1/1,250 m 375 rc S Z TOTAL RE ORS"AT - WIRED:51 +12+375 STO 438 m\ BASIN R \ / - TOTAL IXISTING AFTER 2016 PARKING LOT EXPANSION:241 BASIN JJ i�o \ OFFICE:NO CHANCE:11,440 SF X 4.5/1,000=51 DISPATCN OFFICE:NO CHANGE:2.650 SF X 4.5/1,000-12 WAREHOUSE:ADD t170,000 SF+EXISTING 468,591 SF-636,595 Sr X 1/1.250-51zo f TOTAL PROPOSE 51 +12+511 574 a TOTAL PROPOSED:NO CHANGE:241 / PROPOSED TWO f m PHASE TWO EXPANSION I `\ 100.01D)SF APPROXIMATE UMIT OF WORK �\ 1 PROPOSED d PHASE ONE / a - IXPANSNIN •��j IX1 nNG/ BUILDING� +500.SOD,OOD SF �a a • o z m °m w / mm ®mm m mmm I m° m mmm mm • � m ® m m ®e mmm � ,• � 4 m m m & ®/ / W SHEET 4 f _ C-SP1 affr+OF n 1 THIS PLAN REFERS TO THE FOLLOWING: n$ ENTITLED`PROPERTY h TOPOGRAPHIC SURVEY,ALDI N FACII.IIY,295 RYEO��I �\�� F� STREET,SOIRH WINDSOR,Or PREPARED BY DESIGN PHOFESSIGMALS.INC.,DATED 3/8/2017 � a G .—I.— EXISTING SfORNWATER BASIN l�� 'CALL BEFORE YOU DIG'-CONTRACTOR SHALL NOTIFY UTILITY COMPANIES OF PENDING EXCAVATION � A h a u AT OR NEAR PUBLIC UTILITIES CALL 811 AT LEAST 72 HOURS PRIOR TO BEGINNING IXCAVARON. � y � � SffE lAYOIR PLAN NOTE: Y � � _� V T 1. THIS PLAN SHALL BE USED FOR SITE LAYOUT ONLY \w e 2. REFER TO NOTES SHEET FOR SITE LAYOUT NOTES �» m li e m ZONING TABLE � ZONE INDUSTRIAL Q r £ o IIELd REWIRED/ALLowEo EXL41T1F P84P.OSED e =•� `: AREA 30.ODD SF 106.09 AC NO CHANGE £ m Ir-S •y FRONTAGE 1OD' 1.860, NO CHANGE aO a DEPTH 15d 33.500' NO CHANGE '— — — — — — — — — — — — _-APP —TIE LIMIT=.W—I � FRONT YARD W. 460.68' NO CHANGE 5 / J� a \ SIDE YARD 10' 71.25' NO CHANGE 3 I b Y AAils s REM YARD 25 576.44' 367.12' Yp6p{¢ yy ;(€ d86 BUILDING HEIGHT 40'/2 STORIES <40' <40' i 9 bg Nil! \ _ LOT RVIOUSCOVER COVERAGE SOIL 270 29R dCCl ds$L / WLOAM AND SEE D�� LOT COVERAGE SOR 3490.70D$F 14X 366 SF IST S { • �I$ DURBED AREAS(TP) \\ 117G 14f. of PROPOSED RELOCATED PORTION OF PARKING 574 237 NO CHANGEdI IB9 3)J j 30'EASEMENT IN FAVOR OF THE 4888�d� — CONNECTICUT WATER COMPANY. -- .— REPAIR RECONSRtUCT PARKING NOTES: { b REFER TO UTILITY PLAN. /DRIVE AS NEEDED $ it i:S9Ss REQUIREMENTS J I / ,,,!RAVEL OFFICES S<50K SR 4 1 SPACE/EMPLOYE .5SPACES/1,000 SF GFA E O F%SO _LP R 016 PARKI -LOT EXPANSION Au) _ RECEIVED WAVER MARCH 29,2007 TO ALLOW 151 PARKING SPACES yyj e p ' I PROPOSED HYDRANT / 50,R ° ° °.. a.. ° a - Q a ° - _ _ '— ° OFFICE:11,440 SF%4.5/1,000 51 I WITH BOLLARDS./�SEE DISPATCH OFFICE:2.650 SF X 4.5/1,000=12 '�gz UTILITY / / a 50'R Q WAREHOUSE:468.595 SF X 1/1.250 a 375 ��ZwIFJy nQ ° 10'R ° a TOTAL REWIRED:51 +12+375=438 LLyy O f 03 a- e- a _ - PROPOSED HYDRANT \ \ TOTAL EXISTING AFTER 2016 PARKING LOT EXPANSION:241 S Z N rc "� PROPOSED BOLLARDS a - WITH BOLLARDS.SEE- pROPosFn wb ' I LOAM AND SEED PROPOSED DOOR.LANDING, I - UTILITY PLAN.(TYP) "O i / STARS.AND RAILING TO ,D7A2' (SEE DETAIL)WITH _ \ \ \ D PAYC NO H FACE:NO 11.440CHANGE:F265.5/10 SF 000=15000 a 12 • -a30'° DISTURBED AREAS(ttP) -Q_a Al 97.31' BE COORDINATED(TYP) 4- _ Q_. ° WAREHOUSE:ADD t170,D00 SF+EXISTING 468,595 SF-638,595 SF X 1/1.250=511 10'R t tU'R a - \ TOTAL UIRED:51 +12+511 a 574 gyp$ TOTAL PRE.. NO CHANGE:241 pggpIp `§E§••�+�£k Sg6 W °75'. d° - .8 Q ° PROPOSED _ ASPHALT ACCESS ' 75' _ d ORNE(SEE DETAIL) a °_ d a Q as PROPOSED d HEAVY _ a 14° . DUTY CONCRETE - - F I PROPOSED PRECAST (TYP)(SEE DETNL)� _ PROPOSED LOAOINO DOORS TO `PROPOSED PHASE ONE -PROPOSED PANTED STRIPING C")N(SEE DEAIL)�-- ° - _ d. ° 13 BE C001DNATED WrFH ARCHITECT. f70.ODO SF BURDNO AODfT10N� a a _ A _ e — — — — — — — Fs-e6.00(wTa+EwsTBNc) - - — 4 TIDE UXD I BE RELOCATED.REFER Q d-- — — _. — — — �7D DEIWUEW AND VH AND TRFFYIY PLANS I 4 � da- PROPOSED PANTED UNE(TYP) Q 23 SO R LL II I LIMB OF PROPOSED I ---�� F PROPOSED m PRECAST CONC UNIT O RETE CURB HEAVY DUTY CONCRETE \Z PROPOSED DOOR LANOING, 36J2 PROPOSED LOADI RAMP AND RAILINGS TO BE BE COORDINATED yffT ARC PROPOSED PANTED STRIPING COORDINATED WITH ARCHITECT. APPROXIMATE UNIT OF PH POSED T ACCESS DRIVE(MEET/MATCH EXLSRNG) � I --\-EXISTING PAVEMENT NND EASEMENT M FA POW STRIPING TO REMAIN WEW lF GQIICP I LOAM AND SEED I _—-- LTX.1940 PG 1 I I DISTURBED AREAS OYP) / N EX/STING BUILDING I I Z � I a J w " t,D11000(H D MINIION "—EXISTING BUILDING FFe88.00(MATCH EI&Sf01G) TO REMAIN TI\ iN FA✓OR(N" I I < w I THE DIE'CONNECTICUT T£R COMPANY 194D P I 4 I II I \ a Z 10"ELEG COVER FF.�BB.OG --- • VERHANG I I ' _. 70.o' I I I e s 1RAN,SFORMER i R I ••---�.�v tidy • I• FF B601 �I C-SP2 II sffT 6 aP R . �I I I I I I II THIS PLAN REFERS TO THE FOLLOWING: � 1 80.7 I I I I 1. PLAN ENTITLED"PROPERTY R TOPOGRAPHIC RV SUEY,ALDI g57RIBU ION FACILITY,295 RYE STREET.SOUTH WINDSOR,CT'PREPARED BY DESIGN PROFESSIONALS.INC.,DATED 3/8/201 n m G g g r. NOTES, e �a ECiO au � I I 1 \ \ qp \ \ 1 ! eruu0 D mraMr al EXCAVATION BY CAWNG 811 AT LFA9T 3 WORKING DAYS PRIOR TO BEGINNING EXCAVATION. 1. CALL BEFORE YOU DIG'-CONTRACTOR SHELL NOTIFY UTILITY COMPANIES OF PENDING a Fi t SHALL BE F s 13. REFER TO NOTES SHEET FOR GRADING k DRAINAGUSED FOR GRADING& E�NOTESRPOSES ONLY x76.7 ----\ \ / `\ „ \\ - I 1 1 1 1 \ I \ •/// � /" ---- \\ \ � I• 1 , I � i� ; // \ \\ 1.4 \I! 1\ 888 // / � \ \ \ 1 I \ sz 81.3 C e fin eaa.<,t) 'Ww ±' 1 l l / / wwre'r4ze:R�. cr ,az( X79.e e° ,/I PROPOSED INV IN=72.25 I! / \ ) I 1/// )lI!IIII I \ A\I -" -�, - _ �_- _ � � � I' «•e(<ea9z.,�J\\ ° / i / �, �, APPROXIMATE LIMIT OF WORK mv(12%4z,e(w) _ � , \ /I I I I 1 / \\ xnA PROPOSED INV IN=74.40 ----- {pn•�y$;5pg&p dd{l€�FAI)�(AI�f 9aM PROPOSED DOUBLE TYPE II TYPE C CATCH BASIN pA• 80 s2- Hill Tc-n.so x RATE-77.00 N IN7 B1 30 LF OF 24'HOPE O 0.5%POSEDDOU DOUBLE OUT=73.00 & X81.2 O \ lI Ost \\\ •yd d{{€ CATCH BASIN PROPOSED DOUBLE \ / /// / ! // // // / 1 \ \\ ',11 f 6 9 \ b1 TC-79.90 TYPE It TYPE C \ i I I 1\\ / 1 1 I 1 \ \\ a 3B 1 � \ / /// \\ \\ GRATE=79.40 80 C-79.90 CATCH IN \ I// /I I l\ \\ \`\\ \\\\\ 1 1 1 1 1 1 1 \ { {Ts`j INV IN=7s.35 \ \1 \\ \ 1 1 1>1 1 1 1 1 hi 76/ /� W -� / INV our=75.35 IRATE=79.ao ( 1\ 1\\ \ 1 \\ \\ \\1\ 1 1B Taro I l / '2\� INV arrss0 \\I\ �\ \\ \\ 1 1 I \ / 79 1 80 -��w W \ \\\` 1 \\\ \ TC=79.50 / // / W ly \\\\ \\ \ \\1a! 1 \ Y• \ 1 BC=79.00 \ \\ r � ///' 7a / ec=eo so / V�vA VA VAVA AAAVA A\\V A V AA A�v 1 \� I � HP a1 rcl He=also 79 BC=81.40 \\ \ ao \\\\\ \ \ \ ^ \ BC=78 1 81.00 8 TC=82.33 8 \\ \ \ BC=81.83 // / TC=76.80 BC-78.0 .fiIDGE / X82.] \ \ \\ \\\ 1 \ \ \ _ HOU30 °,e ctTwtwcJ FF=86.00 / X82.s / )l / I \ a \ \\ / 1 /� \ \ \ e 81.83 FF=86.00 \11 \ \ gg �ar.scs )J tc(xJ X] WITH FF=B� RALING EXISTING DOUBLE CATCH BASIN TO REMAIN. I \ " 70 BE COORDINATED IXISTING DOUBLE TYPE C-L TOP TO BE I 79 (IYP) , 1\\ FLUSH REPLACED WITH DOUBLE TYPE II TYPE C \ //78 80 / FF=88.00 -DARN ARCHITECT l TOP.EXISTING TOP OF FRAME ELEVATION 77 EXISTING CATCH BASIN TO BE I\\ / I �� TO BE MAINTAINED(76.16). \\/ -- - / - CONVERTED TO"HOLE \\ \ \! \ \\\ \ \\ • I I I I / PROPOSED W PVC ROOF LEADER. // INV IN=t63.40(ME) 81 / - EXISTING IN /O Ui=363.40LOCATIONS,QUNTITIES,AND DEPTH TO PROPOSED X79.6 BE COORDINATED WITH ARCHITECT(TV). / t70.000 SPN&Aff ----_\\\\ I - xsls- / ADDITION - / e1 , o I Tc=79.50 I / -- - _ -_ / Fi�H6.00 _. 1 ` \ ' I BC=79.00 / 1 -_ --/ - X83e /\/ I \\ PROPOSED 8'INNER DIAMETER \\\ \ \\ \ / I I _- - - x623 \ \ DRAINAGE MANHOLE 81.83 -�- -- - / 1 180 LF / � RIM=82.S0 _ _- OF 42• O O.SX / INV IN=64.40 _RIDGE FF-B6.00 PONTM)N OF DMING.WATER EASEMENT TO -5rNRS W7TH RARB7G -I - - / /z•/ / I 78 PROPOSED - REYPMM.AT tfAIOCiG-DOCKS(1YP) BE RELOCATED.REFER;70 DEMOLITION PLAN. 70 BE CWRONATED I -- 82 / \ DRAINAGE 0M1 ---- WITH AACHiECT(TYP) -- - I /i / ! 7 9 • \JI 8062NM=E77. I81.83 RIM=82.75 INV IN-78.7 5 No3LE BC=78.70(O(ME) X64.2 �fF=86.00 N OUI=]8.7 579.00(ME) R� FF=88.00 38 E OF42'HOPE O 05%X IY85 PROPOSED DRAINAGE MANHOLE I �j I 81.83 TC=82.33 TC=79.20(ME) I 81.83 ----_ SLL I i_X83.9 \ - \ FF=86.00 FF=86.00 EXISTING CATCH BASIN TO BE REPLACED ` /I IXISTING CATCH BASIN TO /,5 79.82(ME)180.95(ME) c85.95 \� \ 50•REVEAL AT / III WTIH NEW ROUND CATCH BASIN STRUCTURE / BE CONVERTED TO MANHOLE I 3632' \ LOADING DDCKS(TYP) / I II G6 INNER DIAMERER)WITH TYPE C-L TOP / RIM:79.90 79.45(ME) 61.20 ME ./ STAIRS WITH RNUNG 94.5. \ IXB,iq III GRATE=82.93(ME) ( ) TO BE COORDINATED \ \ / INV IN-64.61(ME) 81.60(ME) bP�• WITH ARCHITECT(TYP) \ _ l / I I NV OUT-64.60 as I II i / ,Rwrz%4zom �P•,F4,<, X84.] / EXISTING CATCH - I ,xv(4•zszs l J 1 ° / I BASIN TO REMAIN I I mv(re-6�PzslpJ wsatc/n) I \ \ 1 GRATE=EMAIN wv/re7'zr re(s) \ \ / I / EASEMENTC FAVOR Ur ' r\ P/E RIA CONNELP Y WATER CQr 160 l I I I III VOL 1940 Pf.f60 EX/SUNG BUILD/NG i. X82,3 I I I�� / /// Z 1 \ I I I I I I \\ X83.2 e1.63 I I// I // /, LU Two 31SF BUIUDING'�-PROPOSED PHASE ADDITION FF=66.00 FF=86.00 If 1 4 pw. i1 ,� I I V I � I f II \ 11 ^( /• I o£ I l l Il lI I I I i \ +A I ME THE CGNN£CI EXISTING GRADE AROUND HRE HYDRANT R NY II 1 AND DOLLM BE MAINTAINED DS TO NTAINED COMPA / // I I I \\\ u\�\� evv(,z%4ssz(m 1 / / I PROP 8' VC ROOF LEADER.P \ I \� LOCATIONS,OSED QANTITIES.AND DEPTH TO I \ 1\ X83.9-- 1 / / f I I BE COORDINATED WITH ARCHITECT(TYP). X81 .12 x8e,N a 84 I I I ! 1 z \N 1 II / i III 1 v' W / 1{ CO LE"R X84.0 aene°s FF.B6.GG VE"RNANC a TRA//ySFORMER / I ---0• I 7G.. + FFB6.OJ I SHEETPROPOSED DRAINAGE MANHOLE C-GD1 INV GUT-81.00 SIFT 6 OF 11 FI r-\Pw\7d82\P1Aoud\22S2-9W%ldn'8 I.M.*07 C-Jf1 FbtW 3/A/2017 n37 AM Lw Saved 3/fl/2D/}A AM L EN Ee,W a,t✓erY a M _ M N k £MN M XN 3/ M)H bony] SRO MOiQ�--���Li Am XN .op ;�oQ ao n2m—`�--- m ��S£ga $ _— _ Mi - ` 8 60 4C o bllN 3/ M 0 c \\� ° ° I // ° \\` o tAN✓ y11N 3/M u v1N a II P \ M o o° \ 211N'✓M >LN!l yLN o --- ---- II a 611N M d/M .0 oy '/M Z1N•'/M I ° Ztl I° I ° L ° pad^acoNON�M / I � L f III II I 0 .D£ =mx I m III o w I o f III I I m III II f I A Tg- MY' pli I I I >o III y °° 3nibo Tanva.�'x3 b � I _ / � 0 I N 3d _ J / / Ld1 N 3 /a U3'N�M delis ° togs So � -- — AiN J/M ° \ 3a O"Jd°DB coc a °d e/M g 3 a€_off Q e/M K H pZ3N3/MY3aNM3 goSQoz Z°N d/M y3,5DN N C, E y°d e/M r33 y°N d 3/M9 g3 3N y° 3 y Qi moN °N d/M y°N�'/M 6 P- �3N3 3/M y3d y y33 C.WIBH 0 201]Design Profeapnds,Fc-N L>r17E REVISIONS er /\� DISTRBUTION zzu"°' ^ ',;�=„, ,,,,,,, a ls�r� C UTILITY PLAN °n ~° P.a BOX 767 FALL" EXPANSION PREPARED FOR ~ � aw�m � u aWmu gJUfH rRNCiL CT 06074 A.M.KING CONSTRUCTIDN CO..LLC EED-291-e7E5-T Qj 2W RYE S.rpCL.� p� 1610 EAST MOREHEAD.SUITE 200 "a�"�~ mP d.� esign EGY2M-8n7-F SCALE O �.YJ RYE a nGG a CHARLOTTE.NC 28207 Aww p NEEL r-40 SOUTH WINDSM CT D.� 704-365-3160 ,, �, ~m+~ rofessionals CIYL S TRAFFIC KNOMNNRt/PLANNERS/fURVSTORS 010 ANALYSTS/LANDSCAPE ARCHITECT. 1\ TO 7HE FOLLOWING: Rol- I. PUN ENTITLED'PROPERTY&TOPOGRAPHIC SURVEY.µp INC.,DATED 32017��I DISTRIBUTION FACILITY.295 RYE STREET.SOUTH WINDSOR.Or PREPARED BY DESIGN PROFESSIONALS, B Lp a BEFORE YOU DIG'—CONTRACTOR SHALL NOTIFY UIIUTY COMPANIES OF PENDING 3 A 'x -- IXCAVATION BY CALLING 811 A7 LEAST 3 WORKING DAYS PRIOR TO BEGINNING EXCAVA710N. y I 2. THIS PLµ$WYl BE USED FOR EROSION&SEDIMENTAT.O CONTROL PURPOSES ONLY.- - \ 3. ALL EROSION CONTROL MEASURES SHALL BE INSTALLED IN ACCORDANCE WITH THE 2002 ' e \\ -\ \ CONNECTK UT GU DEUNES FOR SOIL EROSION AND SEDIMENTATION CONTROL PLANS. A._\\ \ \ \ ` \ // \\ l __ 1 1 \ 4. REFER TO EROSION&SEDIMENTATION CONTROL NOTES&DETAILS SHEET FOR EROSION& SEDIMENTATKIN CONTROL NOTES. s's \ \ REFER TO TEMPORARY SEDIMENT TRAP MT) w.zi i0 a: \DETAIL AND FIGURE i5f-1,SEE SHEET C-E52. TST SHOWN FOR ILLUS!"7D PURPOSES I' ONLY.$RAPE. DANCE .AND DEPTHS CAN = z� � VARY IN ACCORDANCE WITH SP1D DETALS. s G y APPROXIMATE LOCATK)N OF I l `� \ \/ ___\ \ I // //2'/ \� \\ \\ \ CONTRCA ACTOR SHALL PROVIDE IN APPROPRIATE r 1 ATESURROUNDEDO SHALL SILT FENCE. / \ y /--� I I // L �__-\ \\\ TE SGE / CONTRACTOR SHALL ADJUST AND 1 1 / \ \ I L��i/ \\\\ \)/ / ACTIVRIES$PND PWSIM iN NO CASE SHN1 \\ / /// \ THE AREA DRAINING TO A 75T E%GEED 5 gp-- / RELOCATE LOCATION AS NECESSARY It \ \ / / \\ \ / x I I I L/i// \\ \ \\) / lI ACRES.SHOULD AREA$BEING DIRECTED TO A S ,� •y TO ACCOMMODATE SITE ACTNTTIES /I / \�\ \/ I \ , > I / //�/ \ \/// / ,TST OIFFER FROM THAT NOTED CONTACTOR V 4I u z / AND PROJECT PHASING. / �( mft` - -- r-- II \\ / 7 I \l// I / 1/// / I/I I ACREL OF STORAGE VOLUMES PROVIDED PEPERR 'r 7----_- I/ \\ / I I z I I\ /I1/ ////lI I i I I I/I 7ST DETAIL AND FIGURE TST-1. 8A ' Sys �����6 M TEMPORARY \\ 80RRO VA — V I I I/V A vA/v 11 111I @CgE Za '?-A' SILT BY 8+ --82— \\ I i i/ \ ` i Ff t' z SILT FENCE 77al 78/// W w \ w y / \\ N\ ao9 4� 82 V A / // l�VIII AAAV 1A\V A111� I I>I1 1 eo / AV vI I/ V AAAAV�AAAV 1 I I1�A\ \\ VAA V\\ B w�a 81 1 I 177 \\ 78 79 80 if PROPOSED CONSTRUCTION ACCESS.ALL CONSTRUCTION VEHICLE$/TRAFFlC $HALL IXG OVER THE CONSTRUCTION IXR TRACKING PAD. I 78 _ I I — — / PROPOSED TEMPORARY 82 79 1" 0~ — — - �C I IN PROTECTION.REFER \\ TO DEraLS ON EROSION SEDIMENTATION N07E$ / &DETAILS SHEET.(TYP) 3632 II / w I I — I II I I; / - 84 I If I IF——— - \ \ / EASEUENT AV FA sae OF r r\ THE THE cavNECITCUT WATER COMPANY / 1 I I I I II l VOL 1940 ac 160 Exisrzvc eurmiNc -ttPRo0.DooDPHASE TWO SF BUILDIBUILDINGi I I / L ADDITION V I THE THE CONNECiouoF ]VD$ I I R COMPANY YOL. 1940 1 i II II II • I I I //1 , 1 \ If 11 ,. e4 I 0- 1 11 ELEC. II COVER11,86.00 t✓ ���� \r�\\ I la{ by I I / YERHANG \ I I I Y/ J / / I LL_TR�ySFOItMER I _ I I I O �Lb I I Lm \ I W FF..BI.9p \ I y 1 70.01 Y 86.0f I V' SHEET tea oPn CONc_1RUCnON e�OLENCE RDEIENTION BASIN" e 1. SET POSTS&EXCAVATE A 6"x6" 2.STAPLE GEOTEXTILE TO POSTS. 24' OR DRIVE WIDTH 1�611aE 1. INSTALL CONSTRUCTION ENTRANCE AT DRIVEWAYS OR OTHER LOCATIONS AS SHOWN ON PLANS.MAINTAIN THE CONSTRUCTION w WHICHEVER IS GREATER ENTRANCE IN A CONDITION WHICH WILL PREVENT TRACKING AND WASHING OF SEDIMENT ONTO ABUTTING PAVED SURFACES ADD G =e I TRENCH UPGRADIENT OF POSTS. STONE OR INCREASE THE LENGTH AS CONDITIONS DEMAND. 6 333666UUV sA 2. STAKE-OUT THE UNITS OF CLEARING AND CYIIBSING INSTALL EROSION AND SEDIMENTATION CONTROL MEASURES AT LIMITS OF 3 w ANGLE POSTS CLEARING AND GRUBBING.CONTRACTOR TO CONDUCT ALL CONSTRUCTION ACTIVITIES WTIIN LIMITS SHOWN ON PLAN. 6" THICK LAYER OF RIP RAP Maa j 5'ANGLE PO TENT CONSISTING OF SOUND, TOUGH, PD• Q g y•,p ,h a CONSTRUCT TEMPORARY SETTING BASINS,SEDIMENT TRAPS AND OTHER BEST MANAGEMENT PRACTICES AS SHOWN ON THE OST GEOTEXTILEIow 7--_ DURABLE AND ANGULAR ROCK, 4 PLANS. PLACED OVER GEOTEXTILE. 4. REMOVE TOPSOIL FROM AREAS OF DISTURBANCE AND STOCKPILE.POSSIBLE STOCKPILE LOCATIONS ARE SHOWN ON THE SITE 'sY MAXIMUM RIPRAP SIZE TO BE 4 z-rzrxsLoo allo-a PLANS HOWEVER,LOCATIONS SHALL BE DETERMINED BY CONTRACTOR WTH APPROVAL BY THE ENGINEER&LOCAL AUTHORITY 95' c r12" O O O O O O INCHES AND NOT MORE THAT Rw aawo FA1N eNc HAVING JURISDICTION.RING SOIL STOCKPILES WITH A ROW OF SILT FENCE.ESTABLISH VEGETATION ON ALL DISTURBED SOIL O O O O O INC LESS THAN 2 INCHES. ewn I uTr�m THAT WILL REMAIN EXPOSED FOR LONGER THAN 30 DAYS REFER 70 LANDSCAPE PLANS FOR TEMPORARY SEEDING 10% REQUIREMENTS. O O O O O O PLAH 5. CREATE TEMPORARY DIVERSION SWALES AS REQUIRED. 5 L W H Q O O O S. ANY DEWATERING ACTIVITIES SHALL BE PUMPED TO TEMPORARY SILTATION BASINS AT THE TOP OF THE SLOPE.PUMPED � w i O O O NOTES: DISCHARGE MUST UTILIZE SILT-SAC OR APPROVED EQUAL.MONITOR TO ENSURE DISCHARGE FROM BASIN IS NOT CAUSING ®sg� w�, M0 OOOOOO 1. INSPECT CONSTRUCTION EXIT EROSION DOWNSTREAM' i yI N Fe 3. EXTEND GEOTEXTILE INTO TRENCH. 4.BACKFILL TRENCH AND O O O WEEKLY AND AFTER EVERY NNMaNIa AW tOiAtt 7. INSTALL STORM DRAINAGE SYSTEM.PROTECT CATCHBASINS AND CULVERT INLETS/OUTLETS WTH HAYBALES AND FILTER FABRIC r� 4) COMPACT EXCAVATED SOIL. O O O O O O MAJOR STORM EVENT AS SHOWN IN THE DETAILS.1 C O L O O O 2. WASH WATER, IF USED ma a TIE CMNIW r u O O O SHALL BE DIRECTED TO wear Iwn B. INSTALL PAVEMENT,SIDEWALKS CURBING,TOPSOIL.GRASS SEED,AND MULCH.. OO O OO O OO O TOWARDS A SEDIMENT SIZED 9. MINOR ADJUSTMENTS TO THE EXCAVATION LIMITS MAY BE WARRANTED WITH APPROVAL OF LOCAL AUTHORITY HAVING FOR SITE CONDITIONS. JURISDICTION TO ALLOW FOR PRESERVATION OF EXISTING VEGETATION. GEOTEXTILE COMPACTED BACKFILL O O O O 3. STONE SHALL BE 4•mar arWle 10.ALL EROSION CONTROL DEVICES SHALL REMAIN FUNCTIONAL AND IN PLACE 7HROUGIHOUT THE CONSTRUCTION EFFORT UNTIL REMOVED/REPLACED WHEN THE STE IS FULLY STABILIZED WTH VEGETATION. EXCESS LEVELS OF MUD ARE SEGgn SIORM DRAINAGE SYSTEM MAINTENANCEj {q it4 STREET OBSERVED. THE FOLLOWING MAINTENANCE SHALL BE REQUIRED TO ENSURE EFFICIENT OPERATION OF THE STORM DRAINAGE SYSTEM bg[As p[ DETENTION BASIN AND/OR UNDERGROUND BASINS THE MAINTENANCE SCHEDULE IS INTENDED TO BE A WEE.AN INSPECTION OF 7� Cg Ei a19Y; ALL STORM DRAINAGE COMPONENTS IS REGUIRED FOLLOWING LARGE STORM EVENTS(0.5 INCHES OR GREATER)THAT COULD CAUSE ee $ p a CONSTRUCTION EXIT „w,�„WI,„,m MHO e,® THE DEPOSITION OF EXCESS DEBRIS I.HAVINUM b $g�AII4 AI101lm m AI OIR'RI DIY EIWl�. PIPE OUTLET LOCATIONS:PIPE OUTIPTS SHALL BE INSPECTED ANNUALLY AND CLEANED OF SILT AND/OR DEBRIS.RIPRAP SHALL p �$I Fag (sl�yI SILT FENCE N.T.S. 1 l= 1�T1�Sao BE RE-SHAPED AND REPLENISHED AS REQUIRED. T F{���S�${/� N.T.S. CATCMDASINSI SHALL BE INSPECTED ANNUALLY AND SUMPS CLEANED WHEN DEPTH OF MATERIAL REACHES TWELVE INCHES. 5' ggy P STRAW BALES FOR EROSION CONTROL PAVEMENT SWEEPING:PAVEMENT AREAS SHALL F SWEPT AT LEAST TWICE PER YEAR.ONCE IN THE SPRING SHORTY AFTER THE ? #$ FAD OF THE SNOW SEASON.AND IN THE FALL METIER THE LEAVES HAVE FALLEN.DURING CONSTRUCTION KEEP PAVEMENT FREE OF EARTH OR SEDIMENTS TO REDUCE THE TRANSFER OF SEDIMENTS OFFSIE. j QQ STONE ANCHOR N.T.S. INFILTRATION BASINS/LOW PDINTS ON STE. SHALL BE INSPECTED BIANNUALLY.AL LARGE WOODY NON LANDSCAPE GROWTH THAT PILE MAY AFFECT THE FLAW OF WATER OR THE STABILITY OF THE BASIN SHALL BE REMOVED.RIPRAP SHALL BE RE-ARRANGED AND CB GRATE ADDED TO AS REQUIRED.ANY EROSION OR OTHER PROBLEMS THAT MAY AFFECT THE PROPER OPERATION OF THE BASIN SHALL BE Q REPAIRED PROMPTLY. N u u o FILTER FABRIC _ - NOTES: WATER QUALITY UNIT:UNIT SHALL BE INSPECTED POST-CONSTRUCTION.PRIOR 70 BEING PUT INTO SERVICE.INSPECT EVERY SIX O z MONTHS FOR THE FIRST YEAR OF OPERATION TO DETERMINE THE OIL AND SEDIMENT ACCUMULATION RATE.IN SUBSEQUENT YEARS. ®e w INSPECTIONS CAN BE BASED ON FIRST-YEAR OBSERVATIONS OR LOCAL REQUIREMENTS.CLEWING IS RECOMMENDED ONCE THE G 1)CONTRACTOR SHALL LIMIT CONTRIBUTING AREA SEDIMENT DEPTH REACHES 15X OF STORAGE CAPACITY,(GENERALLY TAKING ONE YEAR OR LONGER).REFER TO MANUFACTURING P Z C TO DIVERSION SWALES TO 1 ACRE OR LESS, COMPACTED MATERIAL MAINTENANCE REQUIREMENTS. I AND SHALL BE INSTALLED AT GRADES OF 2f, EROSION ASEDIMENTATION C 'TRMAINTENANCE 'D I'e TION PR •(IMF KIY ON lR TON R PORTSY: II w SUBGRADE OR LESS. o -I FILTER WS-TA PER RECOMMENDATIONS MADE IN WE 2002 CONNECTICUT GUIDELINES FOR SOIL EROSION AND SEDIMENTATION CONTROL PLAN.TILE SUBGRADE FABRIC I 2• 12" TORN GRAZE CONTRACTOR SHALL MNNTAW WEEKLY REPORTS E TILE CONDITION OF Nl EROSION CONTROL MEASURES AND WAKE THEN d' AVAILABLE UPON REQUEST OF OWNER,LOCAL AUTHORITY HAVING JURISDICTION.OR ENGINEER.IN TILE EVENT OF A MAJOR RAINSTORM,(0.5 INCHES OR GRATER)REPORTS SILL BE PREPARED WITHIN 24 HOURS OF SAID EVENT.EXISTING CB TOP RADE 18" EGRADE 11.PLANTO TIE START OFCONSTRUCTION.ALL EROSION CONTROL DEVICES SHALL BE INSTALLED IN CONFORMANCE WITH THESEd1 . �'� III-III-III II-II -I 9PIAHS NOTE: 12.CONTRACTOR IS RESPONSIBLE FOR IMPLEMENTATION OF ALL SEDIMENTATION AND EROSION CONTROL MEASURES SHOWN ON REMOVE CB GRATE.PLACE FILTER FABRIC. I -III=I I I-III-� -� �- NCHOR-1 1W0 2"x2"a3' T1ESE PLAHS iH15 RESPONSdDTY INCLUDES IMPLEMENTATION AS WELL AS MAINTENANCE.ANY PROPOSED CHANGES TO THIS REPLACE GRATE TAKING CARE NOT TO /\ STAKES IN EACH BALE PLAN MUST BE APPROVED BY THE ENGINEER AND/OR THE LOCAL AUTIgRItt HAWING JURISOICnON. DAMAGE FILTER FABRIC.ANCHOR -I - - 1' (,I I'( 13.CONSTRUCTION ENTRANCE SHALL BE INSPECTED REGULARLY TO ENSURE PROPER OPERATION.STONE SMALL BE ADDED OR WITH STONE OR EARTH PILE. 1 1-1 I 1-1 11-11 I-111-1 11-1 11-' REPLACED AS REQUIRED. 3:1 SIDE SLOPES 1:1 SIDE SLOPES 14.CONTRACTOR STALL BE RESPONSIBLE FOR MAINTAINING ADJACENT ROADWAYS,(BOTH PUBLIC k COMPLETED PORTIONS OF THE OR FLATTER OR FLATTER PROJECT)FREE FROM ACCUMULATED DUST AND DIRT.STREETS SHALL BE SWEPT CLEAN AT ALL TIMES L� 15.AREAS BE LEFT BARE FOR MORE THAN DAYS SHALL BE TREATED WITH AIR DRIED WOOD CHIN MULCH OR 5EE1 EO WTH PERENNIAL RYE-GRASS UNTIL FINAL GRADING T AND STABILIZATION TAKES PLACE. CATCH BASIN GRATE STRAW BALE INSTALLATION AT ES 6.ALL DISTURBED SLOP FOLLOWING A 3:1 SLOPE STALL IMMEDIATELY RECEIVE MULCH AND TEMPORARY SEEDING IN SEDIMENTATION CONTROL TEMPORARY DIVERSION SWALE CATCH BASINS ACCORDANCE WTH THE FOLLOWING APPLICATION RATES: N.T.S. MULCH: RATE: W N.T.S. N.T.S. STRAW 90//1000 S.F. TEMPORARY SEEDING: RATE.- PERENNIAL RYEGRASS 1.0E/1QU0 S.F. TOPNET POOL V*W Crpt 17.CONTRACTOR SHALL CLEAN CATCHBASIN SUMPS DIVERSION SWALES.R TEMPORARY SET.ING SUMPS AS REQUIRED DURING ELEV B_SEE TABLE SHEET C-EST ZD,aIA Hodill/m k NM'4 NOTE: CONSTRUCTION. 'for CT DOT drawWtt 03'"u- nrlt. 1. VOLUME OF TST SHALL BE A MINIMUM OF 134 CUBIC YARDS PER ACRE 1&DURING EARTHWVRK 'OPERATIONS.CONTRACTOR SHALL MANAGE STORMWATER RUNOFF SO THAT NO DIRECT DISCHARGE OF LL F1oir H= H mi. DRAINING TO IT. HALF OF THE REQUIRED VOLUME SHALL BE FOR WET RUNOFF THAT CONTAINS SUSPNDED PARTICLES.FLOWS INTO RECEIVING WATERS RUNOFF SHALL BE DIRECTED INTO 1- = T TEMPORARY SEQUENT STAMPS AND TREATED. vret Pr CIM Dry 11 ,! ' STORAGE WHILE THE OTHER HALF SHALL BE FOR DRY STORAGE. REFER IOIW+'C� TO GENERAL SIZING CALCULATIONS FOR TST BELOW. 19.AT NO TIME DURING THE CONSTRUCTION EFFORT SHALL THERE BE ANY OPEN AND DISTURBED AREA GREATER THAN 5 ACRES Gw/mYI FIbk b WITHOUT SILT FENCE PERIMETER OF SET AREA I 1T1 7'mom' If S I.V mi. uS 20.AFTER ALL STE WORK IS COMPLETED.INCLUDING THE SPREADING OF TOPSOIL AND SEEDING.THE CONTRACTOR SHALL CLEAN Xy' ANY SILT OR DEBRIS FROM ALL STORM DRAINAGE STRUCTURES AND CULVERTS f94- 21.AT ALL TIMES DURING THE CONSTRUCTION EFFORT.WE CONTRACTOR SHALL HAVE AVAILABLE TILE APPROPRIATE EQUIPMENT m .� X- • INSERT 1"BEGAN FOR WATER APPLICATION FOR THE PURPOSES OF ALLAYING DUST.APPLY WATER,SUITABLE MATERIALS OR COVERS TO BO WET POOL FOR HAD REMOVAL MATERIAL STOCKPILES AND OTHER SURFACES THAT CAN GIVE RISE TO AIRBORNE PARTICULATE MATTER.COVER,WHILE IN 1%P1 ELEV A�SEE TABLE SHEET C-E51 FROM INLET MOTION.OPEN-BOOED TRUCKS OR OPEN-BODIED TRAILERS.MINIMIZE THE VOLUME OF WATER SPRAYED FOR CONTROLLING la.a,,tw.�.�wune+avl>.cu (REIrR Mqi wCIIbFD) DUST AS TO PREVENT THE RUNOFF OF WATER.NO DISCHARGE Of DUST CONTROL WATER SHALL CONTAIN OR CAUSE A VISIBLE REFER TO 2002 CT GUIDELINES FOR SOIL AND SEDIMENT CONTROL FOR ­lvrc.ricww•-.'f- OIL SHEEN.FLOATING SOLID&VISIBLE DISCOLORATION,OR FOAMING IN THE RECEIVING STREAM. R ADDITIONAL DETAIL AND REQUIREMENTS. Dy. B.,+K,„„ yr,_^ia.+.m. ,d r^m I.m.I,-m m�„-r"•G.1-^r0 ..^_ r 22.THE DEVELOPER SHALL ENSURE THAT CONSTRUCTION ACTIVITIES COMPLY WITH THE NOSE ORDINANCES OF THE AUTHORITY � wUa+. HAM Rt DIY Br6 TOP Oi TRAP 1>rt•a.we ,z4umr not Ix•ygmPwv,N r.f.W4: 21 THE CONTRACTOR SHALL EXCAVATE A PIT TO BE DESIGNATED AS A WASHOUT AREA FOR CONCRETE.PANT.AND OTHER N .FLI•VI R ELEV.D=R MATERIALS.THIS AREA SHALL BE CLEARLY FLAGGED AND CONSTRUCTED TO BE ENTIRELY SELF-GONTNNED.THIS AREA SHALL Z d 2 ABLE SHEET C-E51 1, ,A�., .i,p O OPTIONAL OVERFLOW BE OUTSIDE OF ANY BUFFERS AND AT LEAST 50 FEET FROM ANY STREAM,WETLAND,OR OTHER SENSITIVE SOURCE.DUMPING a� OF LIQUID WASTES IN STORM SEWERS IS PROHIBITED.THE WASHOUT AREA SMALL BE INSPECTED AT LEAST ONCE A WEEK TO O '^••^•" IH- .cT.. ./" N a ' ® DEBTS SHOULD BE REMOVED ONE WE WA AREA REACHES HALF AY FULL OR ECK FOR SDEEMED NS AND �SSARY TO A D"D U e� SA'mu. wcJ IN 4 SLLTSACK�� OVERFLOWS REMOVE AND DISPOSE OF HARDENED CONCRETE WASTE CONSISTENT WITH PRACTICES DEVELOPED FOR WE WASTE Lu G-t-tft Fabrk O n f.�° d A ,L. ^ DISPOSAL wet PooNlkn. �d U _r< ^r.�•d MM.la.4dx m�oftEc-owe aAk:4 n+iTm c.fw�, , DUMP LOOPS 24.THE CONTRACTOR IGAT DESIGNATE A WASTE DISPOSAL AREA FOR TEMPORARY STODGE OF MATERIALS TO E SITE. REMOVED FROM IR CREST Wu,m Hit+ (AFIMR NQi ek4UDE0) \ ,•D THE SITE.THE DESIGNATED WASTE AREA STALL BE SELECTED H IL MINIMIZE TRUCK TRAVEL THROUGH THE SITE.THE AREA LEV.C�SEE ( ni - 11.•,kmh m A N h h f P,•vnn r rtl,+ \III WLL NOT GRAN DIRECTLY TO ADJACENT WETLANDS.PICKUPS SHAM BE SCHEDULED REGULARLY'TO PREVENT WE CONTAINERS ABLE SHEET nJPV C-E51 FROM OVERFILLING.SPILLS SHALL BE CLEANED UP IMMEDIATELY.DEFECTIVE CONTAINERS THAT MAY CAUSE LEAKS OR SPILLS n m.i S dw,. 'a� fni _ .:,hS <r,H. WLL BE IDENTIFIED THROUGH REGULAR INSPECTION.ANY FOUND TO BE DEFECTIVE WLL BE REPAIRED OR REPLACED dw I" ♦ IMMEDIATELY.ANY STOCKPILING OF MATERIALS SHOULD BE CONFINED TO TILE DESIGNATED AREA AS DEFIED BY THE i H - -_ CONTRACTOR. TEMPORARY SEDIMENT TRAP 25.ALL CHEMICAL AND PETROLEUM PRODUCT CONTAINERS STORED ON THE SITE(EXCLUDING THOSE CONTAINED WTIMN VEHICLES 4 s AND EQUIPMENT)SHALL BE PROVIDED WITH IMPERMEABLE CONTAINMENT WHICH WILL HOD AT LEAST 110%OF THE VOLUME OF FR N.T.S. . THE LARGEST CONTAINER.OR 10X OF THE TOTAL VOLUME OF ALL CONTAINERS IN THE AREA WHICHEVER IS LARGER,WTHOUT < OVERFLOW OM THE CONTAINMENT AREA ALL CHEMICALS AND THEIR CONTAINERS SHALL BE STORED UNDER A ROOFED AREA D EXCEPT FOR THOSE CHEMICALS STORED IN CONTAINERS OF 1DO GALLON CAPACITY OR MORE,IN WHICH CASE A ROOF IS NOT REGUIRED.DOU -WALLED TANKS SATISFY THIS REQUIREMENT. 26.CONTRACTOR WALL COORDINATE WITH THE PROPER AGENCIES FOR RELOCATION OF ANY UTILITIES OR SIGNS V 4>sJP+ 27,IF REQUIRED.AN APPROVED EROSION CONTROL BOND SHALL BE PREPARED BEFORE THE START OF ANY CONSTRUCTION F 1 1 28.FROZEN MATERIAL SNARL NOT BE USED FOR FILL NOR STALL FILL BE PLACED OR COMPACTED ON FROZEN GROUND. Q 1I 1 ESTIMATED CONSTRUCTION D START DALE - SANE MBE 7• ESTIMATED COMPLETION DALE SEP7EIABER 2018 18" 4"SrnrnTOON)�E--�� rcMunn^r Rnet �i I'll✓ ',. ��"�'IINNNN CURB-LESS INLET - - -, 1 FF-"ITr--T,- PROTECTION DETAIL 5 N.T.S. PROJECT CONTACT INFO: y1gT STONE CHECK DAMN CARL MORSE A M KING TION CONSTRUCTION CO..LLC N.T.S. 704-365-3160 y SIffT 9 OFT I,', S I' 1.5"WEARING COURSE a f ��ngglLL (CONNDOT FORM 817. 6 TROWEL ROUNDED CONCRETE 1.5"BINDER COURSE HMA SO.375) a sG R a TT (CONNDOT FORM 817, 1-1 2' 5610 6"DIAMETER STEEL PIPE FILLED W/CONCRETE 1-1/2" HMA S0.5) / TO BE PAINTED W/ONE COAT RED OXIDE 1"RADIUS o I PRIMER k TWO FINISH COATS C#3 REINFORCING BARS(TYP) EXPANSION JOINT (COLOR PER OWNER). 6" PAVEMENT AGAINST CONCRETE T P Au SLOPE TO DRAIN SOUTH WINDSOR STANDARD APPLY FULL DEPTH e _ - FRAME AND COVER PAVEMENT OVER FRAMES i-I i 1=1I 1=III I ADJUST FRAME TO FIN. GRADEg_ W/CONC. BRICK OR PRECAST RINGS FINISHED GRADERAVEL BASE AND 6"PROCESSED AGGREGATE BASE (6"MIN. TO 12'MAX.)AVEMENT SEE DETAIL (CONNOOT FORM 817 M05.01) D: l PROCESSED AGGREGATE BASE -� I "7) _ �y a 3'-O" CONCRETE BASE PER CONNDOT M.05.01 6 I NOTES, COMPACTED SUBGRADE STANDARD STEPS x�F �a _ 1-PAVEMENT AND BASE MATERIALS AND THICKNESS PER REPORT ENTITLED'PREUMINARY (SEE MISCELLANEOUS =I u J•. CONCRETE TO BE CLASS C GEOTECHNICAL STUDY FOR WAREHOUSE/DSTRIBUIIDN FACILRY,RYE STREET,SOUTH MANHOLE DETAIL) + I= E I I= WINDSOR,CONNECTICUT'PREPARED BY DR.CLARENCE WELTI,PE,PC,DATED MAY 2006. COMPACTED SUBGRADE Con DOT M.03.01 2-HEAVY DUTY PAVEMENT AREA NOTED ON SITE PLAN.ALL OTHER PAVEMENT AREAS :.. . NOT HATCHED ARE TO BE STANDARD DUTY. ALL JOINTS TO BE _ 3.DETAJL IS PREPARED FOR PLANNING PURPOSES ONLY. IN THE ABSENCE OF A GEOTECNICAL REPORT CONTRACTOR SHALL COORDINATE WITH OWNER AND DEVELOPER TO POINTED FLUSH AND w #5{a 11rIIAils OBTAIN OR DETERMINE IF GEOTECHNICAL PAVEMENT AND SECTION DESIGNS ARE REQUIRED. FULL PRECAST CONCRETE CURB 4' IN OBTAIN Ilyg$(4 L-2•_D-� a 4 Y $5 CONCRETE BOLLARD N.T.S. BITUMINOUS CONCRETE PAVEMENT SECTION le ro1 PRE CAST CONCRETE STANDARD DUTY EE j gg � N.T.S, N.T.S. CONCRETE OR 1 Yi ( jig CONC. BRICK INVERT. 6" WIRE MESH(4X4 ; CONNECTICUT WATER COMPANY (CWC) NOTES: 7"CONCRETE FWRODM DOTTOM OF 7/3 1. PROJECT MUST BE BUILT TO CT WATER COMPANY SPECIFICATIONS. (CONNDOT FORM 817 M.03) CONCRETE SECTION 1-1/2" S Sro 2, CLASS 350 DUCTILE IRON PIPE REQUIRED. 1-1/2" 6"OF CRUS STONE HED u 3. COPPER OR POLYETHYLENE SERVICE LATERAL MATERIAL REQUIRED. �g 4. GATE VALVES OPEN LEFT- 1 5. FIRE HYDRANTS OPEN LEFT(HYDRANTS ARE 5.5'BURY DEPTH. CWC WILL FURNISH MATERIALS INCLUDING TEE, VALVE, PIPE,HYDRANT AND ACCESSORIES). FIRE HYDRANTS TO BE INSTALLED WITH I 6�-4"DIA. FACE OF HYDRANT 3-FEET OFF FACE OF CURB. HYDRANTS ARE NOT TO BE INSTALLED IN SIDEWALKS. WHERE 3-FEET CANNOT BE OBTAINED,INSTALL HYDRANT BEHIND SIDEWALK UNLESS �Q OTHERWISE NOTED OR AS DIRECTED BY A CT WATER COMPANY PROJECT MANAGER. 10-FEET HORIZONTAL SEPARATION REQUIRED BETWEEN HYDRANTS,SEWER MANHOLES AND STORM DRAINS. 6. ALL WATER MAIN PIPING AND APPURTENANCES MUST BE POLYETHYLENE ENCASED IN ACCORDANCE WITH AWWA ANSI-AWWA C105/A21.5-99(10) NOTES: ��gz 7. MEGALUG RESTRAINTS REQUIRED ON ALL FITTINGS, BENDS,OFFSETS, TEES, GATE VALVES AND HYDRANTS. LLYY 8. FIELD LOK (U.S. PIPE)OR SURE STOP 350(MCWANE)RESTRAINING GASKETS ARE REQUIRED 2 PIPE JOINTS BEFORE AND AFTER EACH FITTING AND ON THE LAST 3 PIPE LENGTHS ON DEAD ENDS. 1. WALL THICKNESS SHALL BE SUFFICIENT TO MEET HS 20 LOADING. pg 9. THRUST BLOCKING IS REQUIRED ON ALL BENDS, TEES,OFFSETS,HYDRANTS AND DEAD ENDS. 10. ALL WATER MAINS SHALL BE INSTALLED TO A DEPTH OF 4-FEET OF COVER BASED ON THE ROADWAY GRADE, EXCEPT AS NOTED. 12"PROCESSED AGGREGATE BASE 2. WALL THICKNESS FOR STRUCTURES OVER 10'HIGH IS 12"FOR 11. 3-FT MINIMUM HORIZONTAL SEPARATION REQUIRED BETWEEN WATER AND ANY OTHER UTILITY/UNDERGROUND STRUCTURE. 10-FT MINIMUM HORIZONTAL SEPARATION REQUIRED BETWEEN WATER (CONNDOT FORM 817 M05.01) CONCRETE BLOCK UNITS. INSIDE DIMENSIONS REMAIN THE SAME. 3. f� AND SEWER'"'SLEEVE REQUIRED WHERE WATER CROSSES SEPTIC IF WATER IS BELOW SEPTIC AND/OR WHEN 18"VERTICAL SEPARATION CANNOT BE ACHIEVED WHEN WATER IS ABOVE SEWER. ALL PIPES SHALL BE CUT FLUSH WITH INSIDE WALLS. 4-FEET MINIMUM HORIZONTAL SEPARATION REQUIRED BETWEEN WATER MAIN AND DRAINAGE WHEN AT LIKE ELEVATIONS. d' 12. WATER MAINS TO BE DEFLECTED UNDER ALL STORM DRAINS UNLESS OTHERWISE NOTED OR AS DIRECTED BY A CT WATER COMPANY PROJECT MANAGER. A VERTICAL CLEARANCE OF 18" TO BE COMPACTED SUBGRADE MAINTAINED BETWEEN STORM DRAIN AND WATER MAINS. THE CONTRACTOR IS RESPONSIBLE FOR PROPER COMPACTION AROUND AND UNDER EXISTING DRAINAGE FACILITIES WHICH MAY INCLUDE NCTES- MATERIALSREMOVAL AND RESETTING TO PROPER GRADE. 1-PAVEMENT AND BASE MATERIALS AND THICKNESS PER REPORT ENTITLED'PRELIMINARY PRECAST CONCRETE E G 6 GEOTECHNICAL STUDY FOR WAREHOUSE/DISTRIBUTON FACILITY,RYE STREET,SOUTH TQy { yy y 1 13. ANGLE OF BENDS TO BE FIELD DETERMINED. WINDSOR,CONNECTICUT'PREPARED BY DR.CIARENCE WELTI.PE.PC,DATED RAY 2006. DRAIN MANHOLE 14. MAXIMUM ALLOWABLE DEFLECTION PER FULL LENGTH PUSH-ON JOINT FOR 4" TO 12"IS FIVE(5)DEGREES AND THREE(3)DEGREES FOR 14"AND GREATER DUCTILE IRON PIPE. 2-HEAVY DUTY PAVEMENT AREA NOTED ON SRE PLAN.ALL OTHER PAVEMENT AREAS 15. EXISTING SERVICES TO SITE THAT WILL NO LONGER BE USED MUST BE TERMINATED AT THE WATER MAIN BY EXPOSING AND SHUTTING OFF THE CORPORATION VALVE. THE LINE MUST BE SEVERED NOT HATCHED ARE TO BE STANDARD DUTY. J IMMEDIATELY AFTER THE CORPORATION VALVE. SAID SERVICES MUST BE SHOWN ON PLANS. 3.DETAIL IS PREPARED FOR PLANNING PURPOSES ONLY. IN THE ABSENCE OF A N.T.S 16. WHERE AN AIR RELIEF IS REQUIRED,CWC WILL PERFORM TAP AND INSTALL WHILE THE INSTALLATION CONTRACTOR IS RESPONSIBLE FOR THE EXCAVATION AND RESTORATION UNLESS OTHERWISE OBTAIN OR REPORT CONTRACTOR SHALL COORDINATE WITH OWNER AND DEVELOPER TO NOTED. LABOR AND MATERIALS FOR THE INSTALLATION(S)WILL BE CHARGED TO THE PROJECT. OBTAIN OR DETERMINE IF CEOTECHNICAL PAVEMENT AND SECTION DESIGNS ARE REWIRED. 17. * WHEN THE INSTALLATION OF UNDERGROUND INFRASTRUCTURE DEVIATES FROM THE CT WATER COMPANY APPROVED PLAN(S), THE APPLICANT, AT HIS/HER COST,WILL BE HELD LIABLE FOR THE CONCRETE PAVEMENT SECTION RELOCATION OF INFRASTRUCTURE AS REQUIRED TO THE SATISFACTION OF THE CT WATER COMPANY. FAILURE TO CORRECT ANY DEVIATION DEEMED UNACCEPTABLE TO THE CT WATER COMPANY !, WILL RESULT IN LITIGATION. HEAVY DUTY v N.T.S. `l A FwO SUI C-'n'INA I - �i.1,1NiA•J' -rI poop ° 1 ;T . 6-" p° °V aim BOIM HOLES B o..(Xn o cL' -CCG2 G _;v An VfW) I t Tss;AL I t,-(�Ut D__n...,. o[v s ._s[ca"n.ti<.<o: B o �ow�•J 8HL �_ ro •m �6 yy rta .o i a i .as m'u�cr u- - )S x F `R ,�. 4 IIL,.M A o -E 'fl .Bnv,�,�rc eF .rAs w T .­1 6/ m o 2-1t/NdWk 2-D1 0 i V I §!'"j ra o t'o HAKMu1G ES ��� 2-t A... x Art r v.,, i t n.,I a'vl£s `n•°.J vA,... _n.e.sr e-°s:a<-x„ O❑ 1��" 1 B 3 d DA / Z S J E `h3T1CAt THR-„i 1?10CK DF 34 > ex x - - K Q -/M! THRUST BLOCK x.- - v, o..x N..s,. O CDttllBd(CPt > x COILICIwll HVORANT INSTALLATION p O so DETAILS •ro'^<<:. `M1G^srtN DETAIL /t O❑o SECTION B-B LU SO.2 _V (�OOo00 CAST IRON FRAME - ❑o ❑❑ ❑❑ 00 y '"'�atxr; on�vs PROPOSED GRADE �OOO�OO�O PAVEMENT SECTION OR G Q LANDSCAPING OO O 000 4. +I D +2'% WARNING TAPE- MIN. 12" 3/ 7/6' 1 ti 6• ° 3 MIN. MAX. 24"ABOVE PIPE 11 FM Tt5 iACk-�Y<,;a,Y 9 1G3/4 h6 -B 1 1 APPROVED BACKFlLL PLACED AND 1Hsps' FN._ �c. COMPACTED IN 12"LAYERS R i sa DEPTH TO INVERT •-' (OR AS OTHERWISE APPROVED) -ru, VARIES S E PROFILES ." -4 y NO STONE LARGER THAN 3" SECTION A-A ••r9't tltY T G %L pi wK�:,ir:,l.t3•'(ei1�0r' N T CAST IRON COVER W4 `rw 1 •:,�,:' SAND BEDDING PLACED AND D E5: VVJJ I z y A � u.ar.�w r12• Y,MN. 412•r COMPACTED IN 6'LAYERS I CORRESPONDING UPPER LOWER SURFACE OF COVER NO STONE LARGER THAN 1-1/Y. AND THESURFACE OF THE FRAME SHALL BE JJ ri:;RF MATERIAL SHALL IIIIIIII x rJx x >r Yoc<sh. ;>:4v..: 1 a MEET D.O.T. M2.05 MACHINE FINISHED PROVIDE A SMOOTH FLAT CONTAA CT FIT, Q D. BEDDING ON SUITABLE NATIVE MATERIAL MTHOUT ANY TENDENCY FOR THE y'(^,;? COVER TO ROCK OR RATTLE. IN ROCK EXCAVATION OR IN UNSUITABLE 'rc, >✓3i•3i OR 3/4'CRUSHED STONE BEDDING o 0 0 0 0 0 0- 2.SANITARY SEVER MANHOLES SHALL L.. 6 IN. o 0 0 0 012 o MATERIAL AS DIRECTED BY THE CBE ENTER. IPPED N1TH VENT HOLE IN `a`-Y€---Oh'` ENGINEER. MATERIAL SHALL MEET D.O.T. MANHOLE FRAME AND COVER WATERMMN RrsTALLAnoN s" M.02.1 FOR 3/a"STONE. Ea"/z;°'- 11BCllEII1 DETAIL o-,.n w•r BACKFILL TO SPRINGLINE OF PIPE WITH 3/4" N.T.SSHEET TYPICALTREJ'ICNA SD-1 STONE OR COMPACTED PROCESSED AGGREGATE C-DI PAYMENTLIYRS _ WHEN USING POLYTHYLENE OR CPP PIPE 6 - STORM SEWER TRENCH SECTION y SHEET 10 OF 11 i & Na AmE v C r' mwNr I>3: P"AssaA B _ 7-1 a R F {3 1515 ti x :\ i iI g E :. E S $$ r 4•-v-n.MH�., _ �yY 6 gw•(i z,a.)4 s� d§.8 !�C dSf� SECTION 44 �Wn '"61®°Toµuiareimw TYPE "C"CATCH BASIN DOUBLE GRATE-TYPE I "o ws vABezm r;•Hn',; ,—�eR re•ws. �u�� - WAE64 6E�RANT DPPB� N6R iP. r� a w WF 1 u wg 15' 15' yy CONTROL JOINTS EVERY 15 BOTH DIRECTIONS - •�. EXPANSION JOINT EVERY 30• �.; 2'TYP BOTH DIRECTIONS vvLAT 2 TYP. SECTION S[CRON 1 TYPE"C-L"CATCH BASIN DOUBLE GRATE-TYPE I T.S. NOTES, SECTIONS AND INSTALLATION REQUIREMENTS REFER TO CONNDOT STANDARD SHEET HW-507-08 FOR FRAME AND GRATE REQUIREMENTS dc LL SEALER VARIES 501)TO 660;VM:n REDI)CER DINE SIDNS F(Rt TYFE'C-L"BASIN VARIE (ua8 t(]S) VA0.1 STAL!'MIN.HU 6•MAR SMALL 9- ff 9Y I BE CMI)OR PRECAST WITH REQUOIED REINFORCIRG((AG RELYIP'NEYDED BY TI c MANU'ACIIRO!) RADIUS (TYPICAL) 1Z(3SF •a ' SPACEDD As sxoxm(FOR a-• • (a51)RFDDRR AIM T __ __—_ • 1 A1OD t9 0 A ADO-NEIGNF I 1/2h 5/8" SMOOTH METAL DOWEL 3'-a• as W.6 oor PREFORMED JOINT FILLER DIPPED IN LIQUID ASPHALT (9i4j OF RISER C!'. RLSER 14"(610),30'(762),36"(919); PER CT DOT FORM 817. M.03.08 42'(406m),4B'(1.z19m: >z EXPANSION JOINT CONTROL JOINT FTMLSEE aRSEMOENw STEEL SEE RISER sernon (_ LQ ,MOiTAR]ORFFS I 1 id0 6Z BOTI N ABDVE P.PE �2 i<Q N101Ai ENTIRE El— OSEE NOTE 10EALH FACE)NOTES: RISER 2A"(B10);3G'(762.36'(914), LO2-41(l i)•4B^(1.2 4m1 W[fM R-�j y > 1. DOWELS SHALL BE PLACED AT EXPANSION JOINTS AND WHERE NEW CONCRETE MEETS EXISTING CONCRETE. 3� F�%vE W�(610)2. ALL CONCRETE SHALL BE CLASS'F'. MEET CONNECTICUT D.O.T. :onus sELcvl m (6 H SPECIFICATIONS.REFER TO FORM 817. ;v'E(IYPJ a"(fro)N1x. 3. CONCRETE SURFACE TO BE SCORED AT 15 FOOT INTERVALS. 1 TOP It BOTTOM Fd 4. EXPANSION JOINTS SHALL BE INSTALLED EVERY 30 FEET IN BOTH DIRECTIONS. 5. PROVIDE GROOMED FINISH PERPENDICULAR TO TRAVEL PATH. ! 4F swP IA)rt CONCRETE JOINT DETAIL + �? i 2 aau eENL 1 a•-4••(1.3zam;0o(3.D41RR)- e•Nm.CLEAMNCE DE£P OR L85) AROUxO ENn N.T.S. so'(I.sz4m FOR GREMTEY D D.OF PI-F IM SGAC®BOTii D1REClON6 THAN 10'11.01Bn},IE;;IYAN)D' AT OPENING, 5'_q"'].62m'10'3.Y18m (6.DR6rn)D[EP) 6' GREATER TNAN 30' ((FOR 20'(6.096m)UEVM ANU 3.04&n IFSB THAN 20'6.0Amm DEEP ���yyyy GREATER SEX NOTE 6)` (FOR 20'(6.096m)OEM ND GREATER a V SECTION rA 1 SEE NOTE s)A - ` F NOTE:3EIIfOR�MHlT IN FAR FACE•`.// SECTION B r WALL To-SMO\YII FOR CLARTTY W PRECAST CONCRETE TYPE "C" BE "C-L" CATCH BASIN W (UNDER 1U;3.04m;DEI'6MOWN) REFER TO COlNDOT STANDARD SHEET NW-OS07-04 FOR AODITONAL NOTES SECTIONS AND INSTALLA11011 REWBHENQl15 �,. REFER TO CONNDOT STANDARD BEET NW-SO]-08 i0R iRANE AND CRATE REOUIREYENTS 4SYI PRECAST ROUND STRUMRE PER CONND07 HM'-SD]-04 NAY BE L O/6UBBIINIED FOR ABO)f E N.T.S. Q m I I I $EU C-D2 6 $N T 11 OF 111 • , \ \ . �'x:2'fig\ - rlX512 ]0.;. X79.0 �}, I ic]e.0 a , H NAF \ STAE(VOLE CONA'E469) to 1 ` \ I «533 i C . gm 1 ��_ a I, + I xBLB to 240� I I � � .41 �s Is 68 INV.�B)'60.12 \ \\ \ \ \ TV /NV.(42 J:60.5 ( \ \ \ \ \ 1 LOCATION PLAN z° t€ ��Ifi• '�/ 1 T-2000' ]��� 1 u \ 765 �//R` 1. PROPERTY/S/N THE ZONE, I y m HORIZONTAL DATUM IS BASED ON NAD83 VERRCAL DATUM IS BASED ON pp y[>; I S pp 'a >. NA VD88 x167 3 B dg I 2 lEb 6 THE PROPERTY DES f NOT FALL MT RN THE LIMITS OF A FLOOD HAZARD E' ela - 1 \ ZONE AS DEPICTED ON 'FIRM FLOOD INSURANCE RA MAP 09003COJ77F x]6:T 5[c S Yy[�e lgl TOWN OF SOUTH WTNOSOR CONNECTICUT HARTFORD COUNTY PANEL 377 OF 9 C 9Fa� 675 COMMUNITY PANEL NUMBER 377 EFFECTIVE DATE SEPTEMBER 26, € k 2008 FEDERAL EMERGENCY MANAGEMENT AGENCY FEDERAL INSURANCE ADMINISTRATION p UNDERGROUND URLITY,STRUCTURE AND FACILITY LOCARONS DEPICTED n AND NOTED HEREON HAVE BEEN COMP/LED,IN PART,FROM RECORD O MAPPING SUPPLIED BY THE RESPECTIVE UTILITY COMPANIES OR `O I c' Hwy ( 59 1 wsrMEL JJ k \ yI�/ \ 1 / ; GOVERNMENTAL AGENCIES,FROM PA RIX TESTIMONY AND FROM OTHER y Q }` XT92 /B v"M J i I / \ SOURCES THESE LOCA7/0TH MUST BE CONSIDERED AS IST ON IN G d r / w Y/ NATURE ADDIT/OVALLY,OTHER SUCH TEA ORES MAY EXIST ON NE S f N THE EXISTENCE OF Y/HICH ARE UNKNOI4N TO DESIGN PROFESS/pVALS,INC u _j0 V THE SIZE.LOCATION AND EXISTENCE OF ALL SUCH FEATURES MUST BE w 'ems 5 FIELD DETERMINED AND VERIFIED BY THE APPROPRIATE AUTHORITIES PRIOR.��i-- ---' I £ To - I ' U7 CONSTRUCTION. G LY C / � � U� CONTRACTOR SHALL CONTACT"CALL BEFORE YOU DIG"FOR UNDERGROUND � //%/ x7TI / \ 62. / v COVSTRUCTION.MAKING A8DOA9224455 TWO FULL COR 1WWW.CURICOM PRIOR TO START OF IN L Z v MAP REFERENCES N m a ' t _ �C 1. IMPROVEMENT LOCATION PLAN-RECORD PREPARED FOR ALDI 1 IT // / xel.2 q / / \ `\ U m DA E DISTRIB10TION%%100/7 RENSEDRYE STREET SOUTH TO 911108 SCALE 1N 40'8YD CUT DESIGN px O p gg{ x PROFESSIONALS,INC. ,2z\\\ \ } \ \ \> = LEGEND aam EXISTING DESCRIPTION Z DOMESTIC WATER O 1 WATER SERVICE L ~ WATER VALVE ■ N 1 LIGHTING A FIRE HYDRANT M UJ UJ XBz.T XB25 Jf �> —— a W cB \ I POLE MOUNTED LIGHT -1 N O \ wv\,e J .siazc(cJ r \\ ( \ �' \ NATURAL GAS ~o I �I Nam[() X792 `\v \\ 0 ❑ (' ( \\ -0.---0.- GAS MAIN /�W GAS SERVICE LINE `/ UT POWER Q N 3 ELECTRICAL LINES,OVERHEAD QLL = V' \ ---eu,---��`- ELECTRICAL LINES,UNDERGROUND 9 kp XBIS \\ `T2+ UTILITY POLE 0 UT B/T.— — — — — — —— w.9�en.�\\ - \\ \ - - - PROPERTY LINE PAVEMENT -- xe23 J - - -_- -_- BIT_PAVEMENT \` \\ _ I \ \ EASEMENT LINE ws,__- _�_��•2�<2 �/ \\ 1 Q IRON PIPE LIJ - - - - - - - - - - - - - - - - - - x79 •� X9L2 X823 Q IRON ROD 0 MONUMENT N I xB2.8 ROADS XBI2 .-IINJ�a� I - OR SIGN SITE FEATURES i.° I ♦I // Z ___I I __ N N Ba x �I� /I // Tv� EDGE TREE TREE LINE O X81,7 I IIII / £ , SANITARY SEWER (EI EASEMENT IN FAVOR OF I I I SANITARY SEWER SERVICE LINE ,uv[Jea.>s(n) `/•q I r^'Y re TIC THE THE CONNECACUT WA ER COMPANY SANITARY SEWER MANHOLE Lu / I 5 VOL 1940 PG. 16G / / STORM SEWER---- XB23 I I / — STORM DRAIN PIPE XB32 rI / - - ® STORM DRAIN MANHOLE Il CURB INLET EX/STING BUILDING CATCH BASIN TOPOGRAPHY Rg I / / -----95----- CONTOUR I SPOT ELEVATION I`� e Wy I • I \// -,� .� r WETLANDS z & I Q EA SEM pF\ R Ifc"nvc `�I I li /+n/ / 1 _ WETLANDS LINE O WATER COMPANYTICUT I \ ALD;INC.(CAVNECRCUT) I N` I I SUREY NOTES ,y (VOL 1894 PG 67) II (VOL.1894 PG.71) I / 1. THIS SURVEY AND MAP HAS BEEN PREPARED PURSUANT TO INC REGULATIONS OF A .� I 1H r? , \ I I (✓DL.1897 PG.339) xea.9 I I I I �. '-�� CONNECTCUT STATE AGENCIES SECTIONS 20-30015-I THRU 20-JM-20 AND THE } 1.� I I svv(I c59Y( I (VOL.1994 PG.233) xB3.9 I I y s / i STANDARDS FOR SVRV£YS AND MAPS IN ITT STATE E CONNECIICUT"AS ` J x91.12 > I ADOPTED BY ME CONNECRCUT ASSOCYARON OF LAND SURVEYOR, INC.ON F Q W SEPTEMBER 25,,1996. > 110'£GEC. �R M T< l I I (I TYPE OF SURVEY/S A PROPERTY&TOPOGRAPHIC SURVEY AND IS INTENDED W COVER II ILTO GtlESP/CT RITE LOC'ATON OF EX/SRNC CO,VOI]1LW5 RECARVE TO PROPERTY 0. O H m FF.-86.00 X-1 xB5.0 I ei 1 J \ �/ 0 U) i ,.vv(+z kss.0>(J _ I THIS/S A RESURVEY BASED CW MAP REFERENCE P. O O 70.0'VERHA I 'I .wv(12 J.sx,e(J 1 • IIOR/ZONTAL ACCURACY MEETS CLASS A-2 STANDARDS All VERRCAL a F v ACCURACY MEETS CLASS T-2 STANDARDS. i I I f� TRA�FORMER • 0 ' ma I � I }fr* � I� I TO MY KNOWLEDGE AND BELIEF,IRIS MAP/S SIJBSTANRALLY CORRECT AS NOTED yy FF.-87.92 111 X HEREON SHEET 1 �-p� I • 70.0' FF.B6.01 I *{y I I' . I -- --- --j�•-- 6� i / I 1�� I LAMRENLE R.CEISSLER,„N,LS L/1G131 N7 0. V_1 �il I I \ I •X �• II xe3T !i I i I Luminaire Schedule!"Did u know that utili rebates can cover 25%or more of a products cost?Email mates@cres.com to et helpon r project!" S mbol Label m Arrangement Luens/Lam LF L Lum.Watts Descri tion i 12 OSQ-3ME_1 SINGLE 11648 1.000 86 OSQ-A-NM-3ME-B-57K-xx-xx 2 OSQ-3ME_BLS SINGLE 9196 1.000 86 OSQ-A-NM-3ME-B-57K-xx-xx j 14 OSQ-4ME_1 SINGLE 17291 1.000 130 OSQ-A-NM-4ME-K-57K-xz-xx 8 OSQ-4ME_2 BACK-BACK 11648 1.000 t36 0SQ-A-NM-4ME-B-57K-xx-xx 21 OSQ-4ME_WM SINGLE 17291 1.000 130 OSQ-A-NM-4ME-K-57K-xx-xx 3 OSQ-4ME_1_NE SINGLE 17291 1.000 130 OSQ-A-NM-4ME-K-57K-xx-xx ! Calculation Summary Label Units Avg Max Min Avg/Min Max/Min Entrance Drive Fc 1.06 3.3 0.0 N.A. N.A. Expansion Area Fc 0.91 3.9 0.0 N.A. N.A. Loading Areas Fc 0.80 3.9 0.0 1 N.A. N.A. Parkin Lot Fc 1.12 4.0 0.2 8.60 20.00 Pro a Line Fc 0.01 0.13 0.00 N.A. N.A. FIXTURE MOUNTING HEIGHTS AS SHOWN PER EXISTING POLES ONSITE ADDITIONAL EQUIPMENT REQUIRED: PCL-SSP-4011-25-Dt-xx (25'x 4"SQ STEEL POLE,SINGLE MOUNT)7)OSQ-DAxx DIRECTARM MOUNT (2)OSQ-BLSMF BACKLIGHT SHIELD ACCESSORY (21)WM-DM WALLMOUNTPLATE DAxx DIRECT MOUNT BRACKET PROP PROPOSSED POLES MEET 120MPH SUSTAINED WIND LOADS ISOLINES AT 0.2FC / ` ____ _ CUSTOMER P TO ACINGVERIFYOR MOUNTING,VOLTAGE,AND COLOR ` '•°-•'°` - ��° PRIOR TO PLACING ORDER ' _ �j e�--'-,--•� ,, 'sly/f s�j,i i,: ,1/y�,J,['j'jj \ fe� d 44, r y. NOT TO SCALE UNLESS / PRINTED AT 22"X34" .. � / lzao az"a area-siaiaarn,wisam �° / -TM <cro-leool zaeeeao Project Name:ALDI DISTRIBUTION CENTER-SOUTH WINDSOR,CT SR No.21685 Daie:3/1 D/2017 Stxw v=100'zFcotcandlee calculated at grade Filename;ALD-1 70307SWCTJEER2.AGI Layout by:JAC08 EDLER ID 1100 1200 1400 tll,.naaawn remna a,a«n on leis 1pmvq aavgn areLasrdon Pro�,clPara,rerera vrowtm to cree,icc.uee in woiMaioo wen wmwre me cP�sw,xceaw�mnauaea wm w,oraonw°wsore.acem vrq«i conaieae was Irom u�a®an varaa,aers roar m.a rcea rewie. ' osOOPWiP rw,erirNM OimxSb,W ao:urecyab,pxiM compliancewiN arty spplrade elearical,Ii9Nn9.or erpr%mtle. I'. ` > A M-KiNG I r W-1 ,51i LI 0 0 ' �v IssueD: 02.27.2017 REWsloNs: sue+ a I ----- - -- = —SE 2 � I 1W 000 SF CID I use V m �� 9 Z m SQUA FOOTAGE SUMMARY SAXONBURG 55° MEAT ICE Z j COOLER FREEZER ROOM ROOM CREAM O O. N �am EXPANDED Z U t 37132 SF 39013SF 16,937SF 7,850SF 9,777 SF f.EGBEE Y ICE SOUTH WINDSO COOLER FREEZER ROOM ROOM CREAM O� T EXISTING p tea ; 18,027 SF 55,095 SF NONE 10,000 SF 6,485 SF K o SOUTH INDS COOLER FREEZER ROOM ROOM CREAM WO ° - PRO SE 14580 55,095 DOSF Z CK 45,000 SF 16,027 SF 10,008 SF 9.900 SIF 0 FOR SITE WORK,REFER TO PLANS ENTITLED"SITE PLAN MODIFICATION,ALDI 0 BY DESIGN o DISTRIBUTION 9 PROFESSIONALS, IN C.,C. DATED% 0/2017 OR TOHE LATEUTH ST ROEVISION PREPARED H® j NOT TO SCALE UNLESS PRINTED AT 30"X42" N ENLARGED BUILDING PLAN N JA 0 0 !L ij h� A M ICING --- --- --- --- --- -- --- --- --- - - - - - .:: 58 $ E; ----- ------ - - r—� - .,e W aw.� n WEST ELEVATION ---------- 77 ,a P -- -- -- - _ -- vu,Eis ISSUED: 02.271017 REVISIONS: n WEST ELEVATION i i a ` . f + .. - v rE } - - -- -- -- -- -- -- -- -- �` RTH ELEVATION �E,I,a,� L U U W 2 Z � .�. w s Z 0 = Z Z o IIc3 3 o $ = - - r >� o 0 0 0 0 ©—o0 0 0 0 0 o Wes. w; F SOUTH ELEVATION W NOT TO SCALE UNLESS Q PRINTED AT 30"X42" Q' N ELEVATIOR a 0 o A201 O I it �i PLANNING DEPARMENT IN-HOUSE REFERRAL FORM DATE: 3/13/17 TO: Matt Galligan, Fred Shaw, Michael Gantick, Walter Summers, Jeff Doolittle Ray Favreau, Chris Dougan, Heather Oatis, Kevin Cooney, John Caldwell, Andrea Confrancesco, Chris Duchesne, Vincent Stetson FROM: Michele Lipe, AICP, Director of Planning The Planning &Engineering Departments have received plans for the following projects: Appl 17-07P, Aldi's Inc, Location: 295 Rye Street ® Site Plan ❑ Subdivision No. Acres 102 Zone I ® Industrial ❑ Commercial ❑ Residential No. Lots/Units Water: ® Public ❑ Private Well Sewerage: ® Public ❑ Septic System Project Description: 170,000 sf warehouse space in two phases 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 3/27/17 and return to the Planning Department. SOW N Sf4 O w U / o� V/ s-o� ?d&uaot 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 sox•c° TELEPHONE (860) 644-2511 April 4, 2017 A M King Construction Co., Inc. C/o Design Professionals, Inc. James Bernardino 21 Jeffrey Drive South Windsor, CT 06074 Dear Mr. Bernardino: Re: Appl. 17-07P, ALDI Distribution Center Expansion - request for site plan modification to add approximately 170,000 sf to their existing distribution facility (70,000 sf in Phase 1 and 100,000 sf in Phase 2) on property located at 295 Rye Street, I zone Please be advised that the above referenced matter has been scheduled on the Planning 8v Zoning Commission Regular Meeting agenda for Tuesday, April 18, 2017 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. One sign 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 sign must be posted on Rye Street by Friday, April 7, 2017. 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 � � Page lmf} Lipe, Michele From: Huda K8an/ � ' Sent: April 04. 20172:07PM To: Upe. Michele Subject: Michele | have a voice message onnny number from a Jeff Price, nm phone number. Heiso driver that wants to report o safety issue regarding overbooking/lack of parking in his opinion at Aldi and it is a safety issue as sometimes drives are unable to turn off of(Rye)St. He has written letters and "fix-it"sheets but he thought the Town should know. If I knew how to send you the voice mail I would but I have it saved in case you want to hear it. Was unsure who should get this info so | started with you! Mary Assessor Town of South Windsor (860)644_2S11x-213 1500 Sullivan Avenue South Windsor CT 00074 Transcription of voice mail message forwarded to the Director of Planning from Assessor Mary Huda who received the voice mail on April 4, 2017: Hi, my name is Jeff Pride. I'm a driver that shows up to Aldi's here every night pretty much. I'm kind of concerned about the overbooking on parking here and it kind of seems to be getting to be a safety hazard. Many drivers are complaining about it. Like Friday's you can't even get into the lot here and sometimes it's obstructing traffic out there. I've written up letters, whatever, and we have `fix it sheets', whatever. I was wondering if you can address this issue with Aldi's. It's kind of... it IS a safety issue. So, I appreciate it and thank you. Have a great day. .COyN 3fgC - O w� 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 f�DSOR•Co TELEPHONE (860) 644-2511 Certified #70142120000332144396 April 6, 2017 Mr. James Bernardino Design Professionals, Inc. P.O. Box 1167 21 Jeffrey Drive South Windsor, CT 06074 RE: Appl. #17-07P—Aldi Distribution Facility Expansion—295 Rye Street Dear Mr. Bernardino At the April 5, 2017 regular meeting, the Inland Wetlands Agency/Conservation Commission approved Appl. 17-07P, Aldi Distribution Facility Expansion—275 Rye St—Conservation application for an addition to an existing warehouse structure, parking, storm water controls and associated improvements on property located westerly of Rye St., Industrial (1) 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 March 15, 2022. 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$10,000 to ensure proper placement and maintenance of erosion and sediment controls. The bond is to be held through the completion of both Phase 1 and Phase 2. 5. All approvals required must be obtained and submitted prior to any activity on the site. 6. A contact person shall be identified on the plans. Very truly yours, INLAND WETLANDS AGENCY/CONSERVATION COMMISSION /C-4 Barbara Kelly, Vice Chairperson BK/dt / cc: Director of Planning Chief Building Official i T NP Page 1 of 2 Lipe, Michele From: . Favreau, Raymond Sent: Friday,April 07,2017 12:49 PM To: Lipe, Michele Subject: FW: Rye St. Park Follow Up Attachments: image001.jpg Michele See email thread below as a follow up to our conversation regarding trucks on Rye St. The video was not attached to her email and i am trying to get that—will forward it when 1 do. Raymond Favreau, crRr Director of Parks and Recreation =_ South Windsor Parks&Recreation P:86o-648-6355.317 �+� W F:86o-648-5048 y http://recreation.southwindsor.org T From: Donna Hartan [mailto:donnahartan@gmaii.com] Sent: Friday,April 07, 2017 11:11 AM To: Favreau, Raymond Subject: Re: Rye St. Park Follow Up Thank you very much for following up and thank you to everyone working on the signage. In answer to your question,the truckers that pull into&sometimes make overnight stays are for the most part,out of state refrigerated trucks (they don't have the TOMRA or ALDI's logo). It's not one particular company. I have learned that the refrigerator trucks are associated with ALDI's and the non-refrigerator are for the recyling faciliity. in the past when I've gone over and asked them to shut of their trucks I was told once that he was going to Tomra but the gate didn't open until 6:30am. Here is what happened so far this week..... On Monday morning 4/3 at 5:30 I took a video of one of these tractor trailers that was trying to turn around in the middle of Rye St/Famham Rd. intersection. He pulled up to the stop sign,must of realized he was in a residential neighborhood and pull.into the park. When pulling out of the driveway you can see how hard it is to make the comer. When they use the driveway by my mailbox,they only way to make the comer is by using my front lawn.I'm sending you a second email with the video so you can get a good idea of what happens. Please excuse my noisy birds in the background. The Tuesday 4/4 on my way home from work about 4:35pm I saw a refrigerated truck pulling out of TOMRA and cutting across to ALDI's drivewway. It was apparent that both these truckers missed the ALDI's entrance. I can't fault the trucker but this really does happens ALL THE TIME! Maybe if ALDI's had better signage approaching their facility they wouldn't miss the driveway? Thank you very much to everyone who is working to make this intersection and the park safer for our neighborhood. Sincerely, Donna Hartan Page 2 of 2 On Fri,Apr 7, 2017 at 10:09 AM, Favreau,Raymond<Raymond.Favreau@southwindsor.org>wrote: Good morning Donna Sgt. Duchesne and Parks Superintendent, John Caldwell have met at Rye St. Park regarding signage for the parking lot by the basketball court. Verbiage is being crafted by Sgt. Duchesne and then it will go to the sign shop for fabrication. I anticipate signage getting posted very soon. Can you confirm what company the trucker(s) have been working for and where they are trying to gain access to that but can't, supposedly forcing them to park at the park? This may be tied into a slightly larger issue and might help us resolve it even more. Sorry to bother you. Thank you! Raymond Favreau, cpxP Director of Parks and Recreation South Windsor Parks&Recreation _ P:86o-648-6355.317 F:860-648-5048 http:/Irecreation.southwindsor.org ice : �O*N SPco O w� 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 SO -co TELEPHONE (860) 644-2511 Revised Certified #70142120000332144457 April 13, 2017 Mr. James Bernardino Design Professionals, Inc. P.O. Box 1167 21 Jeffrey Drive South Windsor, CT 06074 RE: Appl. #17-07P—Aldi Distribution Facility Expansion—295 Rye Street Dear Mr. Bernardino At the April 5, 2017 regular meeting, the Inland Wetlands Agency/Conservation Commission approved Appl. 17-07P, Aldi Distribution Facility Expansion—295 Rye St—Conservation application for an addition to an existing warehouse structure, parking, storm water controls and associated improvements on property located westerly of Rye St., Industrial (1)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 March 15, 2022. 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$10,000 to ensure proper placement and maintenance of erosion and sediment controls. The bond is to be held through the completion of both Phase 1 and Phase 2. 5. All approvals required must be obtained and submitted prior to any activity on the site. 6. A contact person shall be identified on the plans. Very truly yours, INLAND WETLANDS AGENCY/CONSERVATION COMMISSION Barbara Kelly, Vice Chairperson BK/dt cc: Director of Planning Chief Building Official Appl #17-07P, Aldi's Distribution Facility Site Plan Modification Planning Department Report — 4/18/17 1. Request for a site plan approval for a 170,000 sf expansion to the existing distribution facility located at 295 Rye Street, I zone. The expansion is shown in two phases —70,000 sf and 100,000 sf respectively - neither phase will be visible for Rye Street. 2. The site size is 102 acres. Maximum impervious coverage allowed is 65%; after completion of the second phase the impervious coverage will approximatelyl4 %. Proposed building height is 31 feet; 40 feet allowed. Front yard setback is 266 feet, 35 feet allowed. It appears all other zoning requirements have been met. 3. Required parking is 311 spaces; 274 spaces provided with the remaining parking shown as "reserve". (Two hundred and eight seven parking spaces were waived with the original application. There are accommodating all of the spaces required with this expansion). 4. The building is situated on the lot such that the loading docks are facing south and east, or toward Rye Street. A large landscaped berm was planted along Rye Street which screens the loading docks. The materials to be used with the for the new facility will match the construction of the existing facility. 5. There is no required buffer, as the site is entirely surrounded by industrially- zoned property. The nearest residential neighborhood is about 750 feet to the northeast (McGrath Road area). The warehouse part of the building itself is more than 1000 feet from the rear property lines of the McGrath neighborhood. The office part of the building is more than 800 feet from the rear residential property lines. There is a very large ravine, with an elevation change of at least 30,' between the proposed Aldi's and the residential neighborhood. The Sec Farmer runs through the ravine. Most of the separating trees are deciduous, but even in the winter, it is difficult to see through the existing trees from the Aldi site into the McGrath neighborhood. We note that both the Town and State noise ordinances exempt motor vehicles. 6. There are regulated wetlands on site. The IWA/CC approved the site on April 5 requiring a bond in the amount of$10,000 for E and S to be held through the completion in phase 1 and 2. ��W N Sf4 O 9 . a • wG 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 �J�OSOR-c° TELEPHONE (860) 644-2511 CERTIFIED MAIL 7011 1570 0000 6337 2409 April 24, 2017 AM King Construction Co., LLC C/o James Bernardino Design Professionals, Inc. 21 Jeffrey Drive South Windsor, CT 06074 Dear Mr. Bernardino: Re: Appl. 17-07P,ALDI Distribution Facility Expansion, Site Plan Modification We are pleased to advise you that the Planning & Zoning Commission voted on April 18, 2017 to approve with modifications the above referenced application for a site plan modification. This approval is to add approximately 170,000 sf the existing distribution facility (70,000 sf in Phase I and 100,000 sf in Phase II), on property located at 295 Rye Street, I zone, as shown on plans prepared by Design Professionals, Inc., Project # 2282, dated March 10, 2017 as revised. This approval is subject to the following modifications: 1. Prior to commencement of any site work, a meeting must be held with Town Staff. 2. No building permit will be issued until the final mylars have been filed in the Town Clerk's office. 3. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission, including bonds in the amount of$10,000. 4. All bonds must be in one of the forms described in the enclosed Bond Policy. 5. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 9.1.3 of the Zoning Regulations. 6. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 7. This approval does not constitute approval of the sanitary sewer,which can only be granted by the Water Pollution Control Authority. 8. The building street number must be included on the final plan. 9: Pavement markings must be maintained in good condition throughout the site drives and parking areas. 10.All free standing signs and/or building signs require the issuance of a sign permit before they are erected. 11. If a State Traffic Commission certificate is required,no building permits will be issued until the certificate has been issued(per CGS §14-311). Black and white transparent mylars of Sheet #'s SP 1 and SP2 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 and the Inland Wetlands Agency/Conservation Commission must be reproduced on the mylars. After the mylars have been signed by the Commission, they will be returned to you for filing in the Office of the Town Clerk. After filing these plans, a copy of the receipt must be submitted to the Planning Department. Sincerely, Gary Bazzano, Chairman Planning and Zoning Commission GB/llz Cc: Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal Page 1 of 1 Lipe, Michele From: James Bernardino [JBernardino@designprofessionalsinc.com] Sent: Wednesday, May 03, 2017 4:09 PM To: Athony.manfre@southwindsor.org Cc: Lipe, Michele; Ben Wheeler; Dane LaBonte Subject: Aldi -WPCA Tony, Thanks for discussing the proposed building addition for Aldi with the WPCA last night. Per your conversation with WPCA chairman, it is understood that Aldi will not be required to go before the WPCA for any formal approvals. Thank you for your help with this. We will let you know if the Planning Dept will require anything formal in writing. I am cc'ing Michele so that she is aware of our coordination. Thanks gain. Jim James A. Bernardino, P.E. Director of Engineering 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.designprofessionalsine.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. 5/4/2017 Page 1 of 2 Lipe, Michele From: Duchesne, Christopher Sent: Wednesday, May 17, 2017 11:30 AM To: 'jimbubaris@hotmail.com' Cc: Lindstrom, Kristian; Custer, Scott; Edwards, Timothy; Doolittle, Jeffrey; Lipe, Michele Subject: FW: Aldi's Expansion, South Windsor Attachments: ALDI Trailer Parking Issues Good morning Jim, On behalf of Chief Edwards(LTA)as the LTA Designee, I concur with your finding that the subject Aldi expansion will NOT have an adverse impact on the surrounding roadway network. Please also refer to the email attached from Eric Wemitt, Director of Warehouse that outlines his operational plan to mitigate any possible traffic issues that may be result of any increases in truck traffic. His plan is a result of a complaint that we forwarded to him regarding trucks parking on both sides of Rye St and at Rye St Park due to them being denied access into the facility until other truck traffic cleared out. His plan is solid,well thought out, and seems to address all of our concerns, We have not had any complaints since the implementation of his plan. Please contact me with any questions. From: Jim Bubaris [mailto:iimbubaris@hotmail.com] v Sent: Wednesday, May 10, 2017 3:39 PM To: christopher duchesne Cc: Jeffrey Doolittle; Jim Bubaris Subject: Aldi's Expansion, South Windsor Hi Sgt. Duchesne: I am the traffic consultant retained by Aldi's to submit and seek approval for the current expansion effort for their facility to the Office of State Traffic Administration (OSTA). The Aldi's distribution facility on Rye Street currently consists of about 500,000 SF of building area and 241 parking spaces (see first attachment). Aldi's is now proposing the two-phase expansion to add a total of 170,000 SF of building area but no additional parking spaces. See second attachment which shows the trip generation estimates for the subject facility using both the trip generation estimates from ITE (top half) and the actual peak hour measurements shown in the bottom half, which are significantly lower. Additionally, please refer to the third attachment which shows the actual existing and proposed peak hour traffic volumes for the sole site drive serving this facility on Rye Street based on expanding the actual volumes for the existing facility to represent those for the proposed facility (using the ratio of proposed to existing building area times the Page 2 of 2 amount of traffic counted for the existing facility). A review of the second and third exhibits shows that the proposed expansion will only add about 36 trips during the am peak hour (between 7 and 8 am) and only 30 trips during the evening peak hour (between 3:30 and 4:30 pm). We find that the subject expansion should not have an adverse impact on the satisfactory traffic operations of the surrounding roadway network which we recently measured and evaluated for the new South Windsor Industrial Park development along the south side of Sullivan Avenue We are now required to submit an Administrative Decision (AD) Request to OSTA and will include you as required as the representative for the local traffic authority in all we transmit to OSTA. As part of what we are required to submit, is an email or letter from you addressed to me indicating that you concur with my finding that the subject Aldi expansion will NOT have an adverse impact on the surrounding roadway network. Please let me know whether you agree to providing me with this concurrence statement. Let me know ASAP whether you have any questions or if you require additional information regarding this matter. Thanking you in advance, Jim James G. Bubaris, P.E. James G. Bubaris, P.E. Bubaris Traffic Associates, Inc. PO Box 4250 Yalesville, CT 06492 Phone: 203-265-8086 Cell: 203-606-4742 E-Mail: JimBubaris(D_hotmail.com 5/22/2017 SONNN se y % F To s V&U&ot o . 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 soR•c° TELEPHONE (860) 644-2511 July 10,2017 James G. Bubaris,P.E. Bubaris Traffic Associates, Inc. PO Box 4250 Yalesville, CT 06492 Dear Mr. Bubaris: RE: ALDI'S DISTRIBUTION FACILITY EXPANSION Please be advised that the application by AMK Construction Co,LLC on behalf of Aldi's for it's distribution facility expansion was approved by the South Windsor Planning & Zoning Commission on April. 18, 2017. The approval is for the following: • Building area: Approximately 652,685 SF • Passenger vehicle parking: 241 spaces; • Truck parking: 102 spaces; • Loading docks: 109. If any further information is required,please do not hesitate to contact me. Sincerely, Michele R. Lipe,AICP Director of Planning P.O.BOX 1167 21 JEFFREY DRIVE SOUTH WINDSOR,CT 06074 PHONE:860.291.8755 Rpm N FAX:860.291.8757 row www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / PLANNERS / SURVEYORS / GIS ANALYSTS / LANDSCAPE ARCHITECTS Serwng Connecticut, Massachusetts, *Rhode Island • • • LETTER OF TRANSMITTAL To: Director of Planning Michele Lipe Date: 8/23/2017 DPI Project No. 2282 Town Hall Re: Aldi Distribution Facility Expansion South Windsor, CT 295 Rye Street : 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 5 8/22/2017 1 Site plans(4 for change order, 1 for IWA Minimal Impact) 1 8/23/2017 2 Change Order Application : 1 8/23/2017 3 IWA Minimal Impact Application 1 8/23/2017 4 $110 IWA Minimal Impact fee check#13896 AUG 2 3 Z017 : S"WIND N N • These are transmitted as checked below: : ® For Approval ❑ No exceptions taken ❑ Resubmit copies for approval ❑ For your use ❑ Make corrections [I 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: Please accept the enclosed applications, updated plans, and fee check in support of the proposed changes to the approved plans to accommodate the building footprint modification and the addition of a fire sprinkler service water tank and water line extension. Please feel free to give us a call at 860-291-8755 with any questions or if anything else is needed. • SIGNED: CC: ane LaBonte RECEIVED TOWN OF SOUTH WINDSOR AUG 2 3 2017 STAFF SITE CHANGE FOR SITE & SUBDIVISION SOU,.V4 Wt4DSOR pLANNING DEPT. GENERALS CHANGE ORDER CONTACT PERSON James Bernardino phone No. 860-291-8755 Address 295 Rye,Street Site Name;ALDI Distribution Facility pag No. 17-07P owner ALDI, Inc. (Connecticut) Phone No. Contractor TBD Signature of Own e Date: Signature of Des' En Date: 3 CHANGE: (Describe location d nature of change. Include Four (4) copies of plan/profile of Change. ) - Modified building footprint, add 2 bays to Phase 1, remove 2 bays from Phase 2 -Add water tank for fire sprinkler service, extend water line Reason for Change: (Why is change required) To accommodate final building design and fire demand requirements APPROVALS: (As Re ired) Dir. Of Planning Date:— Town Engineer } Date:— 2 Dir. of Public Wor s Date: Other: Date: STAFF COMMENTS: 07 � White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department SID fx )7- ti . tOW N S fq J �i 9 r w° 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 SoR-CO TELEPHONE (860) 644-2511 October 17, 2017 AM King Construction Co., LLC Carl H. Morse, Project Manager 1610 East Morehead, Suite 200 Charlotte,NC 28207 Dear Mr. Morse: Re: Preconstruction Meeting for Appl. 17-07P,Aldi Distribution Facility Expansion IN ATTENDANCE Name Company E-MAIL Phone number Michele R. Lipe SW Planning michele.li e southwindsor.or 644-2511 x252 Jeffrey Folger SW Planning effre .fol er southwindsor.or 644-2511 x229 Jeffrey Doolittle SW Engineering 'effre .doolittle southwindsor.or 644-2511 x245 Bernie Drabek SW Engineering bemard.drabek@southwindsor.org 644-2511 x241 Walter Summers SW Fire Marshal walter.summers southwindsor.or 644-2511 x217 Tony Manfre SW Pollution Contr anthon .manfre southwindsor.or 644-2511 x247 Tim Friend SW Pollution Contr timoth .friend southwindso" 860-289-0185 Carl Morse AM King cmorse amkin rou .com 765-532-1200 Jay Myers AM King 'rn ers amkin rou .com 315-209-9433 Ben Luginbuhl Gerber benggerberconstructioninc.com 860-875-6684 Construction, Inc. Ron Gerber Gerber ronggerberconstructioninc.com 860-875-6684 Construction, Inc. Jim Galey Earth Dynamics earthdynamicsllc@gmail.com 860-424-2226 LLC 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 Rye Street. 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 3. Certification of gravel used as subbase and processed stone for base will be required from an approved testing company 4. 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. 5. No subgrade formation/base in frozen ground/snow. Same for pipe/structure installation. 6. An as built plan will be required for the improvements to the site. A separate as built plan will be required. 7. 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. 8. 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. 9. Any problems and/or questions regarding construction of this project will be directed to Jay Myers in the field at cell phone 315-209-9433 or Jim Galey at 860-424-2226. 10. All filling to be done in accordance with Department of Transportation specifications. To be compacted in maximum lifts and tested as necessary. 11. Job meetings will be held as needed, and can be called by the developer or Town. 12. Seventy-two (72) hours' notice needed for certificate of occupancy inspection and a $60 C.O. inspection fee is due at that time. 13. 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. 14.Normal hours of operation 7:00 a.m. —5:00 p.m.,no work on Sunday. 15.No paving after October 15 or before April 15 without written approval from Director of Public Works. 16. Inspection of gravel access road required prior to placement of topsoil. 17. 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 £ Mechanical, Electrical, reflected ceiling g. Fire alarm h. Basic sprinkler layout ** PLAN REVIEW COULD TAKE 30 DAYS FOR APPROVALS ** 2) Inspections: a. Above ceiling b. Penetrations and separations c. Sprinkler system A. Hydraulic calculations and cut sheets B. Underground flush and hydrostatic test C. System hydrostatic test D. Main drain test/inspectors test E. Outside bell F. NFPA 13 paperwork d. Fire Alarm e. Emergency lighting test f. Final Inspection ** PLEASE NOTE THE FOLLOWING* 1. Consulting inspection will be welcomed 2. Multiple inspections can be done on the same day 3. Stocking/addition of fixtures to occupancy will only be allowed if the life safety systems are on line. Police Services 1. Emergency phone numbers for the duration of the construction must be provided to Police Services on a company letterhead. If the developer occupies or owns the building after construction emergency numbers must be provided to Police Services. 2. All buildings located on property that abuts a public highway must be numbered and visible from the street. All numbering shall comply with Town Ordinance 6-800 through 6-802. 3. Erect temporary sign on the site during construction identifying the project. 4. 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 you ; Mich Lipe, AICP Director of Planning MRL/llz Cc: Jeffrey Doolittle, Town Engineer Bernie Drabek, Engineering Inspector Michael Gantick, Public Works Christopher Dougan, Chief Building Official Tony Manfre, Superintendent of Pollution Control Walter Summers, Fire Marshal Dawn Frank, GIS Specialist Utilities PRECONSTRUCTION MEETING SIGN -IN SHEET (please print clearly) NAME COMPANY ADDRESS and / or EMAIL TELEPHONE C �K�✓i' CGwt�i"vlr TCi ,��.y1 (tS `/pZC�� NJ Wa�.is;✓.9vr•�wts✓s Sa.+i�tw� •Qe+ $�,d-2�2-06��' Tw JC e . T� Q $attif�w�nd[Ser.W Jl�g QJ- JTM w•K� VY 7 `�^ Gr EgffLA VVjdoVVLjC s L 2'LZ PAYMENT SUMMARY RECEIPT TOWN OF SOUTH WINDSOR 1540 SULLIVAN AVENUE SOUTH WINDSOR CT 06074 DATE: 10/17/17 CUSTOMER#: 000705947 TIME: 15:47 A M KING CONSTRUCTION C CLERK: laurenlz RECPT#: 20898819 PREV BAL: TP/YR: MS/2018 AMT PAID: 80.00 BILL: ADJSTMNT: EFF DT: 10/17/17 BAL DUE: PERMITS/INSP PAYMENT -----------------TOTALS----------------- PRINCIPAL PAID: 80.00 INTEREST PAID: .00 ADJUSTMENTS: .00 DISC TAKEN: .00 AMT TENDERED: 80.00 AMT APPLIED: 80.00 CHANGE: .00 PAID BY: A M KING CONSTRUCTIO PAYMENT METH: CHECK PAYMENT REF: 034028 km f CSC � g-of7 2b ! TOWN OF SOUTH WINDSOR STAFF SITS CHANGE FOR SITE & SUBDIVISION { GENERAL: CHANGE ORDER CONTACT PERSON James Bernardino phone No. 860-291-8755 Address 295 Rye Street . site Name ALDI Distribution Facility P&S No. 17-07P owner ALDI, Inc. (Connecticut) Phone No. Contractor TBD Signature of Own te: Signature of De to: CHANGE: (Describe locatio nd na ure of change. Include Four (4) copies of plan/profile of Change. ) - Relocation of the proposed water tank to the rear of the site - Replace 17 angled truck spaces with 45 perpendicular truck spaces = net gain of 28 truck spaces. ' Including 2 truck spaces previously approved 8/25/2017 in Change Order#1, proposed totals to supercede Town Planner memo dated 7/10/2017 are: - Building Area: ±652,685 sf; - Passenger Vehicle Parking: 241 spaces -Truck Parking: 132 spaces ; - Loading Docks: 109 Reason for Change: (Why is change required) To accommodate final building design, fire demand requirements, and client preferences. f i APPROVALS: (As MReed) Dir. Of Planning Date: 7,1L; :2_.— Town Engineer lz44 Date: 41l. & Dir. of Public Wor s Date: Other: : Date: STAFF COMMENTS: nk RnO � q Ij White - Town Engineer Yellow Applicant Pink —Director of Planning Goldenrod - Engineering Department P STATE OF CONNECTICUT 4o�NEe,�� DEPARTMENT OF TRANSPORTATION 'g 2800 BERLIN TURNPIKE, P.O. BOX 317546 r or NEWINGTON, CONNECTICUT 06131-7546 Phone: (860)594-3020 August 22,2017 Mr.James G.Bubaris,P.E. Bubaris Traffic Associates,Inc. P.O.Box 4250 Yalesville,CT 06492 OSTA#132-1705-01 Dear Mr.Bubaris: Subject: Town of South Windsor Previously Issued: Certificate 903 Series Current Proposal: Aldi's Distribution Facility Expansion Street Address: 295 Rye Street Current Owner: Aldi's Inc Administrative Decision No.471 A review of your May 22,2017 request for an Administrative Decision regarding the subject expansion not previously considered under the Certificate 903 series,including the latest follow-up information received on July 21,2017 has been completed. It was determined that the proposed expansion consisting of 170,000 square feet of distribution facility building space with 301 additional parking spaces(including loading docks)will not substantially affect state highway traffic operations in the area. Sergeant Christopher R.Duchesne,the Local Traffic Authority representative for the Town of South Windsor,concurred with these findings on May 17,2017. Consequently,on August 22 2017,an Administrative Decision was rendered that formal action by the Office of the State Traffic Administration(OSTA)under Section 14-311 of the General Statutes of Connecticut regarding the proposed expansion is not required.The decision was based,in part,on the enclosed plan prepared by Design Professionals, Inc.entitled"Aldi Distribution Facility Expansion;295 Rye Street;South Windsor,CT,"subtitled"OSTA Exhibit,"Sheet Number 1 of I,dated March 10,2017,last revised July 10,2017. The decision.shall not be effective until a copy of this letter has been filed on the municipal land records,in accordance with the enclosed procedures,and this office has received a copy of the recorded letter. Upon filing of the letter,this office would have no objection to the issuance of any building or foundation permits associated with the expansion. Subsequent to the expansion,the allowable overall development within the OSTA certifiable area will consist of a total development of 652,685 square feet of distribution facility building space with 241 parking spaces; 102 truck parking spaces;and 109 loading docks. Any future expansion or proposed land use changes shall only be allowed subject to review by this office and,if necessary,formal OSTA action. Sincerely, r— David A.Sawicki Executive Director Office of the State Traffic Administration Enclosures Copy to: Sergeant Christopher R.Duchesne—christopher.duchesne&outhwindsor.ofg-plan attached Christopher Dougan—Christopher.dougan@southwindsor.org-plan attached Eric Wemitt—eljc.mmitt@gldi.us—plan attached James G.Bubaris,P.E.—AmBubariskotmail.com—original to be mailed An Equal Opportunity Employer Printed on Recycled or Recovered Paper H�BU018H Ja bogaNL 1 HMM Lmin 3M1909 8 NOUINWAI.HIO!0'IYi ' � mw. 11�IX3 vis r 6a a W 95 fgN Ilia JJ m, fin all �b f 1 / TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON Dane LaBonte Phone No. 860-291-8755 Address 295 Rye Street . Site Name ALDI Distribution Facility P&S No. 17-07P Owner-ALD_I-,_Inc. (Connecticut)_____ - ---- -- Phone-Na.------ --- - ---- -- Contractor TBD Signature of Owns Date: Oil7,01q Signature of Design Engr. Dates 5 11 22OL8 CHANGE: (Describe location and nature of change. Include Four (4) copies of plan/profile of Change. ) - Widen access to rear drive aisle from 30' to 50' to facilitate truck movements. - Reduce rear truck loading area per building modifications. - Minor grading modifications to accommodate additional emergency egress on north side. - Water line extension, already coordinated with and approved by CT Water. Reason for Change: (Why is change required) To accommodate final building design and client preferences. APPROVALS: (As Re iced) m,/�Dir. Of Planning Date: 3-131 g Town Engineer 9 y Date: s')3c,)7 Dir. of 7Publ" Works Date: Other: - Date: t STAFF OGNMENTS: White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department *F if P.O.BOX 1167 21 JEFFREY DRIVE win a - SOUTH WINDSOR,Cr 06074 PHONE:860.291.8755 FAX:860.291.875 7 www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / LAND SURVEYORS / PLANNERS / LANDSCAPE ARCHITECTS Serving Connecticut, Massachusetts, Rhode Island • • LETTER OF TRANSMITTAL TO: Town Planner Michele Lipe Date: 5/29/2018 DPI Project NO. 2282 Planning Department Town Hall Re: Aldi Distribution Facility Expansion South Windsor,CT 295 Rye Street South Windsor,CT 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 5/11/2018 Change Order 93 form 4 5/3/2018 Rev 9 SP1,SP2,GD1,UT1 • THESE ARE TRANSMITTED AS CHECKED BELOW: ❑✓ For Approval ❑ For review and comment ❑ No exceptions taken • ❑ For your use ❑ Forbids due ❑ Make corrections ❑ As requested ❑ Prints returned after loan to us ❑ Make corrections REMARKS: R • w • • gpt)TH WINDSOR PUNNING DEPT, • SIGNED: CC: Dane LaBonte,E.I.T. PAYMENT SUMMARY RECEIPT TOWN OF SOUTH WINDSOR 1540 SULLIVAN AVENUE SOUTH WINDSOR CT 06074 DATE: 05/30/18 CUSTOMER#: 000000000 TIME: 15:54 CLERK: laurenlz RECPT#: 20901474 PREV BAL: TP/YR: MS/2018 AMT PAID: 50.00 BILL: ADJSTMNT: EFF DT: 05/30/18 BAL DUE: PERMITS/INSP PAYMENT -----------------TOTALS----------------- PRINCIPAL PAID: 50.00 INTEREST PAID: .00 ADJUSTMENTS: .00 DISC TAKEN: .00 AMT TENDERED: 50.00 AMT APPLIED: 50.00 CHANGE: .00 PAID BY: DESIGN PROFESSIONALS PAYMENT METH: CASH PAYMENT REF: kZ u 10'N N Sf4 C� / o� 0-fe S-0� O m & R. 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 Sc TELEPHONE (860) 644 2511 December 3, 2018 AM King Construction Co., LLC Carl H. Morse, Project Manager 1610 East Morehead, Suite 200 Charlotte, NC 28207 Dear Mr. Morse: Re: Expiring Letters of Credit for Appl. #17-07P, ALDI Distribution Facility Expansion The Planning and Zoning Commission is holding the following Letter of Credit: PROJECTS BANK AMOUNT EXPIRATION ALDI Expansion Wells Fargo $10,000 E&S 2/1/19 In accordance with our policy for accepting Letters of Credit in lieu of surety bonds, we must have an amendment to each expiring Letter of Credit well in advance, extending the term for a one-year period from the expiration date. Will you please forward us the amendment promptly? If you have any questions,please contact the Planning Department at 860-644-2511, ext. 253. Thank you. Very truly yours, Michele R. Lipe Director of Planning MRL/llz CC: Design Professionals, Inc.