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17-07P Aldi Distribution Facility Expansion IWA
RECEIVED TOWN OF SOUTH WINDSOR MAR 13 2017 South Windsor INLAND WETLANDS AGENCY INLAND WETLANDS, WATERCOURSES AND CONSERVATION APPLICATION CONSERVATION COMMISSION Application# Date Received �j I INSTRUCTIONS 1. Fifteen applications (15)with map and plans (2 copies) shall be submitted together with the fee set forth in the Inland Wetlands, Watercourses and Conservation Regulations, Town of South Windsor. (See Regulations, Section VII—X) 2. The South Windsor Inland Wetlands, Watercourses and Conservation Regulations should be reviewed with respect to the standards and criteria for application Evaluation. (See Regulations, Sections VII—X) 3. The applicant understands that this application is to be considered complete only when all information and documents required by the Agency have been submitted. The applicant shall also complete the state filing form. A. Applicant's Name: AM King Construction Co., LLC Address: 295 Rye Street South Windsor, CT 06095 Phone: (home) (work) (fax) B. Legal owner's name: ALDI, Inc. (Connecticut) Address 295 Rye Street, South Windsor CT Phone(home) (work) (fax) (List additional owners, addresses,and phone numbers on back of application) C. If the applicant is not the owner of the subject property; a letter by the owner(s) authorizing the proposed regulated activity set forth in the application must accompany this form and will be part of the application. D. Project Name and Location Aldi Distribution Facility Expansion 295 Rye Street 1. Contact Person(if further information is needed) James Bernardino, P.E.; Design Professionals. Inc. (work) 860-291-8755 (fax) 860-291-8757 E. The geographical location of the property which is to be affected by the proposed regulated activities including a description of the land in sufficient detail to allow identification of the property on the Inland Wetland and Watercourse Map. Assessor's map # 134 Parcel# 48 Zone 1 7 F. Names of all abutting property owners from records in Town Clerk's office. (use separate sheet if necessary) See attached G. Have you notified all abutting property owners (from records in Town Clerk's office) by certified letter that an application is pending before the Agency? 0 ** (you are required to supply a copy of the letter with the list of the names of the abutters).** H. Purpose and description of all proposed regulated activity(s)including amount of disturbance in square feet and types of fill and the time element involved: Construction of a±170,000 sf building addition in two phases to the current±500,000 sf Distribution Facility along with paved drives,stormwater system modifications,the relocation of a portion of a water line,and lighting. The proposed work will not disturb regulated areas or associated buffer areas.Construction is expected to begin in the Summer of 2017 and finish in the Fall 2018. I. A class A-2 map of the property drawn to 1"=40', showing the area to be developed,extent of the wetlands and watercourses affected,topography, existing and proposed activities and names and locations of adjacent property owners must be submitted. J. Amount of regulated area disturbance and types of fill (including wetlands and 80 foot Upland Review Area). 0 sf K. Acreage of wetlands and watercourses in regulated areas to be altered: 0 SF L. Acreage of wetlands and watercourses to be created: 0 SF M. Lineal feet of proposed stream alteration: 0 LF N. Total land area of project and percentage,which is wetlands: 106.09 acres 19.5±Acres(18.4%wetlands) O. Identify all other permits or approvals that have been issued, applied for, or required with respect to the proposed activity set forth in this application. (These may include but not be limited to, local Planning & Zoning, Zoning Board of Appeals, D.E.P., F.E.M.A., D.O.T., The Army Corps of Engineers, and any other State,Local or Federal Permits.) PZC, IWA, DEEP P. The applicant (or designated representative) hereby attests that a sign will be posted at the following location(s) 295 Rye Street ByDesign Professionals, IncName James Bernardino on or before the following date At least 10 days prior to the meeting 8 Signature: These si must be displayed continuously for at least ten (10) days prior to scheduled meeting (see Regulations, Section 7.3a) The undersigned hereby applies for the regulated activities listed in paragraph H above, for an Inland Wetlands, Watercourses and Conservation permit for the property described herein and confirms that: 1. She/he is familiar with the currently effective Inland Wetlands, Watercourses and Conservation Regulations of the Town of South Windsor. 2. She/he understands that at any time during the review period, the Agency may require the applicant to provide more information about the wetlands and/or watercourses in question and/or any proposed activity. 3. All information submitted in the application for review shall be considered factual, or in the case of anticipated activity, binding. A knowing failure of the applicant or any of her/his agents to provide correct information, or performance exceeding the levels of activity anticipated, shall be sufficient grounds for revocation of any permit under these regulations. 4. By making this application, the applicant gives permission to the Inland Wetlands, Watercourses and Conservation Commission members and/or its representative to enter the portions of the premises which are subject of the application for the purpose of inspection and investigation and otherwise evaluating the merits of the application both before Mang-after final�deecyissi has been issued. ji atu of Owner of Prop �- Date 3 � L�J rgnatur f Applicant Date 9 P.O. BOX 1 167 21 JEFFREY DRIVE SOUTH WINDSOR,CT 06074 e PHONE: 860.291.8755 --om� FAX: 8onalsi c.co 7 rol www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / PLANNERS / SURVEYORS / GIS ANALYSTS / LANDSCAPE ARCHITECTS Serving Connecticut, Massachusetts, Rhode Island March 10, 2017 Town of South Windsor RECEIVED c/o Director of Planning Michele Lipe Town Hall MAR 13 2017 1540 Sullivan Avenue South Windsor, CT 06074 South Windsor • INLANQ WETLANDSAGENCY CONSERVATION COIv1MISSION 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 f170,000 sf in two phases (±70,000 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, �---� JJames Berardino, PE D LaBonte,EIT Director of Engineering Senior Project Engineer • 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, :z Signature C�' Print Name Date I ' 'KING 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, �C✓ - AL-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 P.O.BOX 1 167 425 SULLIVAN AVENUE SOUTH WINDSOR,CT 06074 e� PHONE:860.291.8755 W � FAX: 8onalsi ..com www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / PLANNERS / SURVEYORS / GIS ANALYSTS / LANDSCAPE ARCHITECTS 5erwng Connecticut, Massachusetts, Rhode Island : March 13, 2017 • VIA CERTIFIED MAIL ABUTTER • Re: Aldi Distribution Facility Expansion 295 Rye Street Dear Property Owner: • In accordance with Section 7.3b of the"Town of South Windsor Inland Wetlands,Watercourses, and Conservation Regulations", we are required to notify you that an application has been filed on the property abutting yours and is subject to a hearing by the Inland Wetlands Agency/Conservation Commission. The application and plans are on file with the South Windsor Planning Department. As an abutting property owner you are invited to the hearing to ask questions and/or give comments, however, you are not required to attend. You may also submit written comments regarding the application prior to the hearing if you so desire. For further information regarding the specific date this will be heard please contact Jeff Folger, Environmental Planner/Conservation Officer, Planning Department, 644-2511, ext. 253. • Sincerely, DESIGN PROFESSIONALS,INC. James Bernardino, PE Director of Engineering • Cc: Town of South Windsor Client • G:\jobs\2282\Docs\Applications\Abutters\2282-IWA Abutter Notice.doc TOWN OF SOUTH WINDSOR,CONNECTICUT 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 2520R00S 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 R007A CROW PARK ROAD SOUTH WINDSOR LAND CONS TR INC 1 0 47701900 1900 JOHN FITCH BLVD CONN STATE OF DPMT OF ENVIRO;N PROT AGCY 06074-0000 78600250 250 RYE STREET ALTATWO REALTY COMPANY LLC PO BOX 419 RIDGEFIELD CT 06877-0000 RECEIVE® ' MAR 13 2017 Saute Windsor INLAND WETLANDSAGENCY CONSERVATION COMMISSION Stormwater Management Report 1 ' Aldi Distribution Facility Building Expansion ' 295 Rye Street Map 134, Lot 48 South Windsor, CT 1 1 1 Prepared for: ` ' ' A M King = =- 1610 East Morehead, Suite 200 Charlotte, NC 28207 ' Prepared by: Design Professionals, Inc. ' 21 Jeffrey Drive South Windsor, CT ' February 13, 2017 1 ro�essionais 1 ' Table of Contents Section Pate Introduction I ' Original Drainage Analysis 1 Proposed-Development Site Conditions 1 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 9th, 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 ' 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 1 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 The proposed subsurface stormwater collection and conveyance system was designed to adequately convey proposed runoff under 10- year storm event conditions. The design of the storm sewers 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 t 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. ' 1 2 ' 11 1 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 ' TABLE 1 ' Peak Rate of Stormwater Discharge Runoff Rate Pond Elevation ' Post- Developed Remodeled Condition w/ Pond Elev. w/ ' Storm Proposed Approved Proposed BLD& Watershed Area E Pre-vent Developed BLD Pond Elev- Approved (Year) Developed' Expansion & 2007 Report parking g Approved (ft) expansion (ft3/second) 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 1 100 1 107.91 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 proposed 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 Conclusion ' The proposed stormwater management system as discussed herein and shown on the referenced ' plans is appropriate for the proposed modifications on the subject site, is consistent with Town and State requirements, and should not pose significant detrimental impacts to the environment. 1 t 4 , 1 APPENDIX A Watershed Computations (Pre-Development Drainage HydroCAD Report) 1E E 3E 1 1 1 5R combined , �'ubCa# Reach On Lln{( Routing Diagram for 2282.A-Existing Conditions(2007 Report Remodel) ' Prepared by Hewlett-Packard Company, Printed 3/9/2017 HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC ' 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 02015 HydroCAD Software Solutions LLC Page 2 ' Summary for Subcatchment 1S: 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 --- ---- -- ---- - --T----, -'- --- --- ----- 22 -- -- - ■Runoff -- ---- -- -'--- ---- ----' ' 21 - -- -- -- --- ----20.63 cfs_ —-- -I— �--- -- --- ��---- 20 -hype-1a124-11r - --- -- 19 -2-Rai-f-163..20" --- -- ---- --;- --- ---- 17 -Ra!'1 /1rC ----- --------- -;---- ' 16 - ---- - - 4��45�ac--= - --- - --- ---- --- -- 15 -Ruiaa i _V_al.ume= .�3 -af 14 --- r- ----------- H13 iI I---- - ---=--------------------------- 12 -Runoff Dept h>Cl.88,r ---- -- - ---- ---- ------- - c�45Q_rrtin------ ---- -- -- U. 10 ��s+k�r' ��yy -- - 8 -- -- - -- -- --- ---- _ --- --- --- ---- ---,-- - 6 --- -- -- - -- --- - --- -- - -- 5 -------- -------------- -- -- --- --- ---------T-- ---------- - 4 --- - -- --- - I- _-- --- ----- ---- ---- 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/ft) (ft/sec) (cfs) 36.6 Direct Entry, ' Subcatchment 2S: 2E Hydro graph , ■Runoff 1.81 cfs Type III 24-hr 1 2 Rainfa11=3.20" Runoff Area=3.060 ac Runoff V6lume=0.238 of Runoff De pth>O.J3 ---- ---- -- -- Tc=36.6 M i n 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 H/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 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 0.9 - --- _i=_ -- 0.88 cfs - - --- --- -- ---- 0.85 -Type f1124 ]r- 0.8 - ' --- , -- -- -- -- --- -- --- --- 0.75 --2_ ---- lf�3.�0'-- --- - -- - ----- ;--- ' 0.7 -Runoff Area='12.880 aE- - -=- --- --- - 0.65 0.6 _Runaf_�[glume� .220_af - -----=---- -- =---- ------ 0os -Runoff D 1 th>0.21�' ---- --- ---- ---- - - - -- ---- - - --- --- - ------ --- ---- LL0 - ----- - --- ----------- --- 0.45 Tq-37.8 in in -- - ---- - 0.4 /+ - G------------- ------ -- --- -- - ---- ------------- 0.35 ^N=.55 --- 0.3 -- --- --- -- ----- - -- --- --- - ---- 0.25 ----------------- 0.2 --- ------------ ------------------------ 00.1 -- --- - -- ---- -- - - - --- --- -- ---- .1 0.05 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 Page 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 513: combined Hydrograph ' --- -- ---- - -- Fe Inflow 23.12 cfs ---- Outflow w Area'-57.39-0Area - - -- -29.12 cfs 24 - -fro -- _ --- - 22 - -;-- ---- --------- --- -------- -- -- ---- -- --- 20 -------- ---- - --- 18 ----- -- -- ---- -- --- ------------ ----- , 16 --- - ------ --------------- ------ ----- ------------ , ---- jA 0 - - - - -- 12 - --- - ---- ' 10 --- .--- ---- ---- - -- - ---.-------- ---------=, ---- 8 - -- -__- --- -- -'- - -- -- -- --- '6 - - - -i- - - - - - q --- -------- -------------,- -------- --------- 2 0 t4 . . . .. . . . .. . . . . . . . . . . . . 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 1 1 Developed rea (2007 Develope Area (w/ 1 Re ort) Parking & LD add-on) 1 1 1 1P 2P A 1 1 2007 proposed basin As-Built Water Quality 1 Basin 1 3P 1 1 As-Built Forebay 1 1 Stabcat Reach on LI n k Routing Diagram for 2282.A-Poposed Conditions(2W7 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 ' 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 1S: 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 1 S: Developed Area (2007 Report) Hydrograph ' 40 -- ---- --- ---- ---I -- -- _-- - ■Runoff 42 38.85 cfs l r _ 38 Type IR 2-4- ---- - -2-Ffain - - ' 34 -- ---- --- -- --- ------ -'--- fal1-3.20"_ 32 y- - - - - no 30 ---;----- - �---;--- - Rya ffA- rea_57�4�Q-a�_ 26 -- --- -- - -- -- Runo ' Vo um - 25�'a _ 24 -- --- - -- -- -- -- -------- IRunoff i efti-pSV 22 --- ---- - -- --- --- 20 --- ----- - ---- --- ---- - = - - To-23.4 rain a 18 - - ' 16 --- ---- ---- --- ---- - - -I'--- ---�N-73 - 14 ---- - - ---- --- -- --------- ----------------- ---- 12 ------------------- -- --- -- ----------------- : ---------- - 10 --- ----- ---- -- -- --,-- --- ---- - --- ---- ------- 8 -!- 6 ---------------------------- ---- --- ------- ---- --- 4 ------------- -- --- *---- ---- -- 2 ----- 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 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 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 t 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 ' - ---- --- ---' ----- 55 - --� --- � --- - -- - --I----' �---- ■Runoff - --------.-------- -- --- 49.79 cfs - - - 50 -------- -------------'--- ----- - - -''Type III 24_'hr _ 45 2 Rainfall--3.20" 40 --- ---- --,- - - -- -- Runoff Area=57.490 'ac --- ---- - -; -- - - =- - --- ---- ---c 35 Runoff; Volume=5 291'of -- - -- --- - -30 _ Runoff Depth>1.10" ' 25 --- ---- - Tc=23.4 Min 20 --- ---- ------ -I- ----- - ---- -- -- CN=;77- -------- --------------- - - ----------- ------ -----'---- 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 Rainfall=3.20" Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCAD610.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Paae 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 Stora9 e= 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 iDevice 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 ' ri mary OutFlow Max=2.83 cfs @ 16.47 hrs HW=63.16' (Free Discharge) tulvert (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 11124-hr 2 Rainfall=3.20" , Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCADO 10.00-16 s/n 09320 0 2015 HydroCAD Software Solutions LLC Paae 5 Pond 1 P: 2007 proposed basin ' Hydrograph -- --- - --- ---- -- -- _ -- ■Inflow , 42 -- -- --- -- -- -- 3eascrs - --- -- --- ■Primary 40 -- -- -- - ---- --- - ----- ---------------------------ac- -_-- I��bw�4re�-57:490- 36 - -- --- - -- - --- Peals-E�ev-03-A6'- 34 - --- ---- - -- --- - -------- - --- ---- ----- 32 -- ----'---- ----------- --- --- -Storage=l_19,198-Ccf- 30 - ------ ---- --- ----- --- , 28 -- - ' 26 - _ -- --- -- -- ---- h24 - -- --- -- --- - --- - -- 3 22 - -------- --- -- _0 20 -- -- -- -- -- ------ - -- -----__--__- , - -__----- LL 18 - --- ---- -- --- - -- --- -- - ------ ' 16 - - --- -- -- - --- --- ---- --- 14 ------------- --- -- -- -- --- -- -- ----_-- 12 --- -- -- -- ------- -- -- -- --- -- --- ---- 1 - -8 - --- --- ---- r- ---- -- --- ---- ------ 8 --- -- - -- -- -- -- - --- 4 -- --- - -- -- z.a3crs -- 2 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 N 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 Summary for Pond 2P: As-Built Water Quality Basin Inflow Area= 57.490 ac, 53.66% Impervious, Inflow Depth > 1.10" for 2 event ' 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) ' 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 7' 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) ' Culvert (Passes 3.07 cfs of 6.65 cfs potential flow) Culvert (Orifice Controls 3.07 cfs @ 8.79 fps) _Orifice/Grate ( Controls 0.00 cfs) 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 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 7 Pond 213: As-Built Water Quality Basin ' Hydrograph -------------------- - ------------ ------------------------------ -- -- ■Inflow ' 55 --- --- .- --- - 4azacfs - - - - -- --- ■Primary 50 - -- ---- .---- =- �'--- -Mnfhvy Area=57.490-aC- 45 ------ ---- ---- --- --- ----'i-Ptak-Elev=63.67�- 40 - -- - - - - --- -- - ge-157 006 cf- 35 - -- ---- ---- --- --- --------- -- ------ --- --- 30 -------- -------------------- ---------=--------------- -- ---- 3 0 25 --- -- --- --- -- - --- - --------- - -- -- ---- 20 --------- -------- -- - -- - ------------ 15 --- -- -- -- - -- - --- -- -- -- -- -- 10 - -- ---- r- --- ,- --- --- ------ 5 3.07 cfs 0 I 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 8 Summary for Pond 3P: As-Built Forebay * Volume Included in As-Built Water Quality Basin (Node 2P) Volume Invert Avail.Storage Storage Description ' #1 52.00' 117,010 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (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 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 02015 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 Rai nfall=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 J 95 --- ---- - - - -- --- -- -- - - --- ---- ---- --- ■Runoff 90 _- -- Type- Iff 24"'hr- 80 -------- ----=-------- --- ---- --- - -- --------I--------- 75 ---- _ --- -- -- -10 Rainfall-4 70"_ 1 70 --- �---- -: -- ', - -- u Roff Area=57.490-ao 65 --- -- --- - --- - -- -- --- -- -- --- -- 60 --- ---- - --- - Runof#',Volme=&.,998,of- 50 --- -- -- -- - -- -Runoff Dpth> $"_ LL45 -------- -------- --- -- - ----- --- TC=23.4 rein 40 --- ---- --,- ---- --- --- - -- - -- ---- --- - - , 35 --- ---- -- CN q- 30 --- -------------- - 20 - --- - -- - --- -- -- --- -- --- ' 15 - -- .---- - --- -- -- -, -- --- --- -- -- - 10 --------, ------------- ------ -� -- .----� -- -------- 5 -- 0 '5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1 1 ' 2282.A- Poposed Conditions (2007 Report Remodel w. BL Type 1/124-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 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" 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 ---- ----- --------- 110 -- ----. ---' -- -- --- ---- --- -'-- _-- ---- ---'---- ■Runoff 100 -- ;---- -- -- -- --- -- - ;-- Type-NI-24yhr- 95 ------------------------------ - --- ---------- -------,---- 90 ------------- --- -- -- - --- - -- ---- .-10RalrrfaHL4.7Q"- 88 ________ ___ ____-Runoff-Area--57AN—Iac- 75 --- -- - -- -- -- -- -- 70 -- --- ---_' -- ---- --- 'F�unoffVolump-=1-O 5Q1_-af- 60 __ ____ ___ -_ ==r=]� ano f-�Opth>2.j "-= 55 --- ---- ---- I - ---- --- -- --- - - ,—°i 50 -- --------- ---- --- - - - �C---- m�n_ 40 =_ ____ -__ - _ - _ - - __ __ __ ----end- - 35 --- -- --- -- ----- -- -- --- ------- -- -- -- 30 -- --------- -- ------I------ -- --- ----------- 25 -- --- - -- --- - --- -,-- -- --- --, - --- 20 15 --- -- -- ------ -- --- -- --- -- -- 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. 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 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 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=4.15 cfs @ 17.44 hrs HW=66.42' (Free Discharge) , L1=Culvert (Passes 4.15 cfs of 8.68 cfs potential flow) t2-Orifice/Grate (Orifice Controls 4.15 cfs @ 11.88 fps) ' 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 HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 4 Pond 1 P: 2007 proposed basin Hydrograph ' 95 - -- -- --- - --- -- --- ■Inflow - a5.5eas - ■Primary —_ 90 ------------ - - -- 85 - --- lnflovrr4�ea-5�: 90-ac- 75 = -- --- - --- _ -- Pali-Clev_66.�#2' 7Uorage-2 �, 02 cf-- - - ---------------- -- 65 60 ------ -- --- --- ----- --- ---r--- a55 -----------------' --- 0 - --_-- - - ------------,--- -------- ----,---- ------------- 45 LL40 - - --- ---- --I,- ---- -- - ---- - - -- --- ------- 35 _ _ --- -- -- -- -- -- - -- -- -- - - ------- 30 ' 20 - --- ----- 15 --- --------=----'--- --- -- ----- ---- - --- -- -- --- 10 5 4.15 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 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 Pape 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) , 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) tCulvert (Passes 4.34 cfs of 9.05 cfs potential flow) 2_Orifice/Grate (Orifice Controls 4.34 cfs @ 12.44 fps) t 3_Orifice/Grate ( Controls 0.00 cfs) ' 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 6 Pond 2P: As-Built Water Quality Basin Hydrograph ' -- --- -- -,_ -- -s- _ - -- -- --- ■Inflow 105 - 100.34cfs - �V rr Area=5 -490- ■Primary 100 -- --- ----- --'- ii EE�� A�C-- 95 -- -- -- -- --- - ---- Peak-rlev=67_.01-1- 90 _-- - - ---- --- ---- --- - 85 --- So ---- - -- - - _$torage_342,_453-�cf=_ 75 --- ' ------------------------ ------,-------------,----,-------- 70 -- --- --- - -- -- _ -- ---- --- --- -- - 60 --- ,,------------- ------ ---- - ---- ------ ------ 55 - ------- ----- - -- --- ' - ' LL 50 --- --- - - L-- -- -- --- --- 45 40 - - - - -------------- ----------- 35 -------- ---- -- -- -- ------ - -- -------- 30 -- --- -- --- -- -- -- --- - --- 25 20 -- --- 1 5 ---------------- --------- ------ --- ------------ 10 4.34 cfs 5 0 11 12 13 14 15 16 17 18 19 20 Time (hours) 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 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 IS: Developed Area (2007 Report) ' Hydrograph ----'---- ----- ----------- ---------------------- -------- -------- 125 -- --- - ---- --r- -- . ----- ------------ ----- ---- 20 --- - - --- ---- ' -- - -- --- -------- ---- -1 112.99 cfs I - ■Runoff ,;;o _ _ TV e- Ij-24;hr- 105 --------- „ �-- --- -2.Rainfal1= .54 95 --- --- - #-Aea-57.49o-aC- ,90 --- Runo# 85 r 80 --- - ---- ------ - Runoff-dolume_1-1M-O-a#- 75 -- -- --- --- -- --- - --- --'- --- ----- ----'---- N 70 - - . -- - - -- -- -Runoff Depth>2.47'_ 65 -- - - -- -- -- -- - so -- --- - -- -- --- - TC=23.4 min- E55 - -- -- -- -- -- ----- ---------- ---------- 50 -- --- --- - - -- -- -- -- ---- CND - ' 45 -- --- ----- ---- --- -- - -- ----- ---- - - 40 --- ---- --------- ---+-- - ------------ ---------- ------ 35 ---- ---------,- - -- -- -- - - ---- 30 ------------- ------ -- -- -------------- - -------- -- 25 -_ ---- =- -- -- --- - --- ----------- - - , 20 -- ---------- -- - -- --- ---- ---- -_- ---- -------- 15 --------------------- ----r- -r-- -- ---r----------------- 5 - ---- ' 0 5 6 7 8 9 10 it 12 13 14 15 16 17 18 19 20 Time (hours) 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 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 ---- - 129.15 cfs -- r-- 130 --- -- - -Ty0e-fli-2"r- 120 -- --- --- - --.-- --- - _- ---25 RainfaH=5.5W'- 110 ,°° Runoff Area5r90-,'ac- s0 ---' ----- - Ruti ------------_-------'---- $° ---- -- ------ --- -R -off De -th>2.8 Ir 0 70 --- ----- -- ---- - -- -T 214 min- LL ' 60 -; --- - - - -- - ---- --- -- 50 40 30L -- ---- - -- -- -- --- --' -- ---- ---- --- '---- 20 -- - 10 0 5 6 7 8 1 9 0 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 HydroCADD 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Paae 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 Primary OutFlow Max=4.72 cfs @ 17.80 hrs HW=68.20' (Free Discharge) ' L1=Culvert (Passes 4.72 cfs of 9.77 cfs potential flow) 2-Orifice/Grate (Orifice Controls 4.72 cfs @ 13.51 fps) ' 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 02015 HydroCAD Software Solutions LLC Page 10 ' Pond 1 P: 2007 proposed basin Hydrograph ' -- - --- _ -- - ■Inflow 125 112.99ofs ■Primary 120 -- -- --, - 115 - -- -- 110 =--- ------ ---Inflow;Area 5-7.490 ae-- ---= --;-- - --- -- - —y 1�A 05 ' 100 - -- -- -- --- � a�CSr 1l _� �iy,-- 90 -- -----= St 56801c#=_ - - -- ---- 85 -- ---- _- --- - --- 80 --- --- ----- -- -- - - -- -- --- - -75 �+ 70 =-- --- --------- ---- -- ----------------- -- --- ---- ---- ------- ------ --- --- 65 --- -. -- -------- ------ -------- c60 --- ------------------------ --- - -- ---------- -------- - M55 -- ----, -- ---- - - ---- ---- ------- 50 -- ---- -'-- - I ---'- ---- --- ------- ---- ---- 45 ---- ----------- -- -------------------.---- ----,---- 40 --—----'---- - --- -- -- -- ------------------ -------- 35 ---- ------ -- --- -- ---- ----, ----- ------ 30 --------' - ----- ---- - --- - --------- - --,---- --- ----- 25 ----,,-- -r------------ -- - -,--- ------------ -:------------- 20 -- -- ----- --- ------ 15 --- ---- ---------- ---,---- ---- -------- 10 - 172 efs 0 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 ///24-hr 25 Rainfall=5.50" ' Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Pape 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) �Culvert (Passes 4.87 cfs of 10.07 cfs potential flow) 2=Oriifice/Grate (Orifice Controls 4.87 cfs @ 13.96 fps) , 3_Orifice/Grate ( Controls 0.00 cfs) ' 2282.A - Poposed Conditions (2007 Report Remodel w. BL Type M 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 Paae 12 ' Pond 2P: As-Built Water Quality Basin Hydrograph ■Inflow ' 140 -- ---- ---- 129.15cfs -- -- -- ---- -- ---- ■Primary 130 --------'i- - ------- ------ -- Inf low;/1r a—_57. 90-ac-- - -- - Peak ' 120 --- ---- - ---- rl---- �1�vC6 ./41-- 110 ------ -- t rage=454,-7-38 'cf-- 100 --- Q 90 -- --- - - - - --- -- - -- -- ----I -- 80 - 3 70. -------- ------------- ;-- ---- -------------------------- ' LL 60 ------------------ - -- ------ --------- ---- -------- 50 ---- ---- -------- --- --- - --- ---- ---- 40 30 -- --- --- -- --- -- -- --- ---- ---------------- ----- 20 ----- ------- ------- ------ --- ' 10 4.e7 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 ///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 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/ft) (ft/sec) (cfs) , 23.4 Direct Entry, Subcatchment 1S: Developed Area (2007 Report) , Hydrograph 180 --- ----' ----'---- - -- ---- -------- ■Runoff ' 170 --_ - - -__i -- - 163.20 cfs i 160 --- ---- Type-Ill-24hr-_. -- --- ---- -r--- -- --- - --- 150 140 -- --- r--- -- --- - --- O0flarinfaff_f.90''= 30 -- ---- - ---Runoff_Area=57!�90-'.a�---- 120 - --Runoff V-ol , m -- - - --- - :100' of 110 -- - ---- - '-- , 100 --- Runoff Depth'.3.57" 90 - - - - - - - --- --- - -TG=23Amrin- LL 80 -- ---- ------- - -- - --- 70 --------- ------- , - -------- -- --- -- 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 H/24-hr 100 Rainfall=6.90" Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCADO 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 -- --- L- -- 1 --- ---- -- --- -- --- 200 -- ■Runoff 190 ---- - 181.34 cfs - 180 ---- -- -- -- ----- -- '- ----TYpeA 24ihr- 170 --- ------------------------- -------_--- ---- 160 --- ---- ---- -- --- - - OQ aJnfa11 6.90 150 --- ---- --- - --- i-- -- -140 Runoff-Area'47. 130 ---- - -- --- --- --- - Runoff Noldme'`19-084'of- 40 110 --- ---I -- -- --- ---- --- - - - 1 Runoff Ddpth�?_3.98" 100 -------------- -----,-- - -- ------ - LL 90 -- - - -- - -- - -- _Tc_=23.4 min 80 -- --- ---'--- ------ -- ----------- --- - -- 70 - ---- --- ---------- - - ----- --- ----- ----- - --- 60 ------------- ------ - --- -------- '---- S0 -- ---- --- --- - - - --- - -- --- - ---- ---- 40 30 ---------------------------- -I---- ----- -- 20 -------- . ----—-------- ------ - ---- ---- 10 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2282.A- Poposed Conditions (2007 Report Remodel w. B Type W 24-hr 100 Rainfall=6.90" ' Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCADO 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 rimary OutFlow Max=5.54 cfs @ 18.30 hrs HW=71.21' (Free Discharge) , 7Culvert (Passes 5.54 cfs of 11.37 cfs potential flow) 2_Orifice/Grate (Orifice Controls 5.54 cfs @ 15.88 fps) 2282.A- Poposed Conditions (2007 Report Remodel w. B Type W 24-hr 100 Rainfall=6.90" Prepared by Hewlett-Packard Company Printed 3/9/2017 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 16 ' Pond 1 P: 2007 proposed basin Hydrograph --- ---'--- -- -- --- -- -- -- 180 -- -- - �M -- - --- - -- ■Inflow fss.zocfs ____ ■Primary Hnfl ---� /�., 170 - 0�'�e 160 150 -- -- ---- ---- Peak Bev-7121y-- 140 130 ---- _ --- Stott a-5-8 $07 d - 120 10 -- --- ---- -- - -- --- - --- - 1 100 90 -- - - LL 80 - -- 70 60 -- ,---- ---- --- -- ---- ------------------------- 50 -- - -- --- -- i-- --- - --- 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 HydroCADO 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 cfs @ 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) =Culvert (Passes 8.35 cfs of 11.48 cfs potential flow) 2_Orifice/Grate (Orifice Controls 5.60 cfs @ 16.04 fps) ' 3_Orifice/Grate (Weir Controls 2.75 cfs @ 0.83 fps) ' 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 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 18 ! Pond 2P: As-Built Water Quality Basin Hydrograph -- --- --- -- - — -- -- --- - --- 200 ■Inflow - 181.34cfs �ItjfIOw' e � ■Primary 190 --- ---- --- -- i Area=y 7-490 ae 180 --- ------------ ------ -- 160 150 ----- ------------- ------ -----Stor-age=6553,f43 ',0- 140 ---- --- ---- - ---- ! 120 - --- -- -- -- -- -- -------, -- H 120 -, 110 --- -,-- -',-- -- - ----- 3 100 --- --- ---' ! LL 90 -- --- ---- ----- - ---- --- -- - -- - -- 80 70 -------- -- -- -- -- - ----- --- - --- ---- 60 ---- ---- ----------- -- ---------- ------------------ 40 -- --- -- - =- --- --- -- -- ----I' ----- 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) ! 1 1 1 1 1 1 APPENDIX C NRCS Soil Map & Data ' 1 1 1 1 N Soil Map—State of Connecticut 3 (Aldi Distribution Facility-295 Rye Street South Windsor,CT) M n 699400 69M e9m 699700 90 6999D0 700000 70MOD 70= 700300 700400 70(1-A0 70WO 70D700 41°51'53"N 41°51'53"N � a 41°51'23"N rur•✓ 41°51'23"N 699400 69m 699600 699700 699Bo0 69M 700000 70010D 700200 700300 700400 70050D 70050D 700700 3 3 Map Scale:1:6,520 W printed on A landscape(11"x 8.5')sheet Meters N 0 50 100 200 300 Feet 0 300 600 1200 1800 A Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UiM Zone 18N WGS84 Natural Resources Web Soil Survey 3/9/2017 Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Map—State of Connecticut (Aldi Distribution Facility-295 Rye Street South Windsor,CT) MAP LEGEND MAP INFORMATION Area of Interest(AOI) Spoil Area The soil surveys that comprise your AOI were mapped at 0 Area of Interest(AOI) Stony Spot 1:12,000. Soils very Stony Spot Warning:Soil Map may not be valid at this scale. Q Soil Map Unit Polygons r Wet Spot Enlargement of maps beyond the scale of mapping can cause Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil Soil Map Unit Points 8 Other line placement.The maps do not show the small areas of ,. Special Line Features contrasting soils that could have been shown at a more detailed Special Point Features scale. U Blowout Water Features Streams and Canals Please rely on the bar scale on each map sheet for map Borrow Pit measurements. Transportation +44 r Clay spot Rails Source of Map: Natural Resources Conservation Service Web Soil SurveyURL: Closed Depression o�I 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 distance and area.A projection that preserves area,such as the Landfill Local Roads Albers equal-area conic projection,should be used if more A. 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. �i Soil Survey Area: State of Connecticut *, Miscellaneous Water Survey Area Data: Version 15,Sep 28,2016 * Perennial Water Soil map units are labeled(as space allows)for map scales °V 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 4, Severely Eroded Spot compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor Sinkhole shifting of map unit boundaries may be evident. Slide or Slip Sodic Spot Natural Resources Web Soil Survey 3/9/2017 Conservation Service National Cooperative Soil Survey Page 2 of 3 ' 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 AOI Percent of AOI 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 226.2 100.0% 1 ' usDA Natural Resources Web Soil Survey 3/9/2017 Conservation Service National Cooperative Soil Survey Page 3 of 3 APPENDIX D , Storm Sewer Analysis ' 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) (%) (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 8 280.000 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 77.66 79.98 79.40 82.75 Pr.MH-1 to Pr.C * 10 6 193.000 0.00 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-13) OF THE 2007 STORM DRAINGE REPORT STORM SEWER DESIGN TABLE. SEE APPENDIX F. Project File: 2282-Building Expansion Storm Sewer Rev-O.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 Pagel Line Inlet ID Q Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp No CIA carry capt Byp Type Line Ht L Area L W So W �Sw Sx n Depth Spread Depth Spread Depr No (cfa) (�) (S) Wall (in) (ft) (sgft) (ft) (ft) (ft(ft) (ft) (") (fttft) (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 Off 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.MH-1 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 M M M MIMM M M M MM MMM M M M Storm Sewer Profile Proj. file: 2282 Building Expansion Storm Sewer Rev-O.stm CO .5 0 05 J 0 C _j Os 0 N C4 . Con ;��Ci Elev. (ft) g G ;en LU --;.j_- 4 CI LU LU LU LU LU LU LU WLULU LULU E > 3 E g .9:.;:,: S .9:.; W.Es Ch WE 94.00 94.00 86.00 —86.00 78.00 78.00 70.00 70.00 !r&_W)DQLf 45- 0 e329k- 62.00 4 0 98% ft 0.51 62.00 167 00011-48'Q 0 830 54.00 54.00 0 100 200 300 400 500 600 700 800 900 1000 — HGL- - EGL Reach(ft) Storm Sewers APPENDIX E ' Water Quality Volume Calculation t t t 1 1 ' Aldi Distribution Facility Building Expansion—DPI Pro ject No.:2282 ' March 13, 2017 Water Ouality Volume Calculations 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. APPENDIX F ' 2007 Report References , 1 1 1 1 1 1 1 ' Stormwater Management Plan Aldi Distribution Facility ' 295 Rye Street South Windsor,Connecticut ' Prepand by ' Design Professionals,Inc. 425 Sullivan Avenue South Windsor,CT 06074 ' DPI Project No.06 2282 ' November 9,2006 Rev.WO/07 f Table of Contents: page# ' Introduction 1 ' Existing Conditions 1 Proposed Development 1 Erosion/Sedimentation Control Systems 1 ' Stormwater Runoff Quality 1 Conveyance System 2 Maintenance and Operation 2 Topographic Contour Maps 2 ' Floodplain Boundaries 2 Drainage Design 2 ' Water Quality Calculations 5 Storm Drainage Calculations 5 Conclusions 5 Appendims TR 55 Analysis-Existing Conditions A ' TR 55 Analysis-Developed Conditions B Detention Basin Design Tables C Hydmflow Routings D Water Quality Calculations E Storm Drainage Calculations F � � � � � � � � � � � � � � � � � 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: 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 ---------------------------------------------------- --TOTAL-DRAINAGE AREA: 41.45 Acres WEIGHTED CURVE NUMBER: 73* ' * - Generated for use by GRAPHIC method 1 ' 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 1E , Data: Drainage Area 41.45 * Acres Runoff Curve Number 73 * Time of Concentration: 0.75 * Hours I Rainfall Type III Pond and Swamp Area NONE I Storm Number 1 1 ! 2 I 3 1 4 1 5 1 l---------------------1------1------I------1------1------1 1 Frequency (yrs) I 2 1 10 1 25 1 50 1 100 1 ' I l 1 I I I I ] 24-Hr Rainfall (in) 1 3.2 1 4.7 1 5.5 1 6.2 1 6.9 1 ! ! I I ! 1 I I Ia/P Ratio 1 0.23 1 0.16 ( 0.13 1 0_12 1 0.11 1 , I I I I 1 1 ! I Runoff (in) 1 0.98 1 2.05 1 2.68 1 3.26 13.85 1 I I I I I I i 1 Unit Peak Discharge 10.479 10.511 10.521 10.528 10.533 1 ' 1 (cfs/acre/in) I I I I I I I I Pond and Swamp Factorl 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 I 1 0.0% Ponds Used I I I I I I 1----------------------I------I------1------I------I------! I Peak Discharge (cfs) 1 20 1 43 1 58 1 71 1 85 1 * - Value(s) provided from TR-55 system routines , ' RUNOFF CURVE NUMBER COMPUTATION Version 2.00 Project ALDI-RY'E STREET User: GBS Date: 11/07/99 County : HARTFORD State: CT Checked: Date: ' Subtitle: EXISTING CONDITIONS AREA ZE Hydrologic Soil Group ' COVER DESCRIPTION A B C D Acres (CN) ' CULTIVATED AGRICULTURAL, LANDS - - Row crops C + 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 1 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 2E 1 ---------------------------------------------------------------------------- Flow Type 2 year Length Slope Surface n Area Np 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 --- --- --- 1 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 1 E Grass-Range, Short J Range, Natural * - Generated for use by GRAPHIC method 1 1 1 i - 1 1 1 1 1 1 i ' GRAPHICAL PEAK DISCHARGE ]METHOD Version 2.00 Project : ALDI-RYE STREET User: GHS 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 * flours Rainfall Type III Pond and Swamp Area _ NONE I Storm Number ! 1 t 2 1 3 1 4 1 5 1 ----------------------1------}------{------1------I------I ' I Frequency (yrs) # 2 # 10 I 25 1 50 1 100 # I # I I I I I - 124-Hr Rainfall (in) 1 3.2 1 4.7 1 5.5 I 6.2 1 6.9 1 1 I I I # # # ' I Ia/P Ratio 1 0.22 1 0.15 1 0.13 1 0.11 1 0.10 1 ! t E I f # 1 Runoff (in) 11.04 1 2.13 1 2.77 1 3.35 1 3_96 f ( Unit Peak Discharge 10.532 10.566 10.576 10.583 10.589 { I (cfs/acre/in) I I I 1 I I I Pond and-Swamp-Factorl 1.00 1 1.00 { 1.00 # 1.00 1 1.00 } 1 0.08 Ponds Used I t [ t I I I_ _I_ _I------#�____#------ Peak Discharge (cfs) 1 2 1 4 E 5 # 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: 12.88 Acres WEIGHTED CURVE NUMBER: 55* ' * - Generated for use by GRAPHIC method ' TIME OF CONCENTRATION AND TRAVEL TIM Version 2.00 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) 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 foods, Dense U Unpaved E Grass-Range, Short 3 Range, Natural * - Generated for use by GRAPHIC method 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: EXISTING CONDITIONS AREA 3E , Data: Drainage Area 12.88 * Acres Runoff Curve Number 55- * Time of Concentration: 0.63 * Hours I Rainfall Type III Pond and Swamp Area . NONE I Storm Number 1 1 1 2 I 3 I 4 # 5 1 1----------------------1------1------1------1------#------I { Frequency (yrs) ( 2 I 10 # 25 1 50 # 100 1 ' 1 # I E I l I 1 24-Hr Rainfall (in) I 3.2 1 4.7 1 5.5 1 6.2 1 6.9 1 1 # I I t # I { Ia/P Ratio ! 0.51 1 0.35 1 0.30 1 0.26 1 0.24 1 , I I I f I # I 1 Used ( 0.50 1 0.35 1 0.30 1 0.26 1 0.24 1 # I I t I I # { Runoff (in) { 0.25 1 0.83 1 1.24 1 1.63 1 2.06 1 ' 1 I 1 t I I ! 1 Unit Peak Discharge 10.276 10.442 10.488 10.504 10.517 1 1 (cfs/acre/in) I I I I 1 I { Pond and Swamp Factorl 1.00 1 1.00 1 1.00 { 1.00 1 1.00 1 { 0.0% Ponds Used I I I I I 1 {----------------------#------1------1------1------I------t ' { Peak Discharge (cfs) 1 1 1 5 1 8 1 11 1 14 { * - 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: 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 Np 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 Roods, 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 GRAPHICAL PEAR 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 I Rainfall Type III Pond and Swamp Area . NONE I Storm Number J 1 J 2 J 3 J 4 1 5 J J---------------------i------1-------#____--i____ .._I------I Frequency (yrs) J 2 1 10 ( 25 J 50 1 100 1 , 1 24-Hr Rainfall (in) 1 3.2 1 4.7 J 5.5 J 6.2 1 6.9 # I I I # 1 I I ( Ia/P Ratio ( 0.23 J 0.16 J 0.13 J 0.12 1 0.11 J , I I I I 1 # I J Runoff (in) 1 0.98 1 2.05 J 2.68 J 3.26 J 3.85 1 I ( # I I 1 t # Unit Peak Discharge 10.637 10.677 10.690 10.698 10.705 1 , 1 (cfs/acre/in) # # t { # I 1 I I I I I l I Pond and Swamp Factorl 1.00 1 1.00 1 1.00 J 1.00 1 1.00 1 J 0.0% Ponds Used I I I I I I I 1----M----------------I------I I----1�____I------# # Peak Discharge (cfs) 1 36 1 80 1 106 1 131 1 156 # * - Value(s) provided from TR-55 system routines V a 8888S88SS �' � a �? 88S8S8888 �, ,. Amy o o z � •rrr 8S8S8888$ gsNa !U� 8 pp ppppr/pp �{�ryAwWWW O OOQGOO W4W�t� IrODtOC7 o,we�aaw -►a g � 991 9 I I I I ! I l l l j q ������i��o S4 v A -- ! IlIIIIII A � n u n u e u O Z I GO C "I � � `S 88 s Illlllill �, ' 80 lo0 u Illliflil 8 � 1888 � ai w to M e.w Sv 1 g0 f� � � f♦ f� f� f� f� f� � f♦ f� f� f� f� f♦ f♦ f� Hydrograph Report ftW1 Hyd. No. 2 ' _ it Peak discha = 2.6'1 c fs Hydrograph type Reserves rge ' 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 tuft ' Storage Indication method used. OuU w hydrograph voknne=197,705 cult Hydrograph Discharge Table ' Time Inflow Elevation CIv A CIv B CIv C Clv D Wr A Wr B Wr C Wr D Exfil Oulfiow (hm) ds ft cis ds efs cis dfia ds CIS ere cis Cfs ' 12.17 28.77 60.55 0.66 0.65 - - - - - - - 0.65 12.20 31.97 60.65 0.81 0.81 0,81 12.23 34.39 60.77 0.95 0.94 --- --- --- - -- --- 0.94 07 ' 12.30 36.66 61.00 1.19 1.19 - - - - - - w 1.19 12.30 36.66 61.00 1.19 1.i9 1.19 12.33 36.95<< 61.12 1.32 1.29 1.29 1237 36.91 6124 1.42 1.39 - - - ---- - - --- 1.39 49 ' 12.43 36.53 61.48 1.61 1.58 _ - - - - - - 1.58 1243 35.83 61.48 1.61 1.58 1.58 1247 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 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 ' 12.97 23.56 62.14 2.05 2.02 - - 2.02 - - - - - 12.70 21.34 62.19 2.09 2.05 2.05 12.73 19.27 6224 2.12 2.08 - - - - - - - 2.08 ' 12.80 16.98 62.32 2.14 211 - - - - - - ^- 2.11 12.80 45,98 62.32 2.17 2.13 2.13 12.83 14.75 62.36 2.19 215 2.15 12.87 13.68 62.39 Z21 Z17 - - -- - - ---- - Z17 ' 12.93 11.89 62.42 2.25 219 - - - - - - - 2.19 Z20 1293 11.89 62.45 2.25 220 2.20 12.97 11.15 62.48 2.26 222 - - - - 2.22 13.00 10.51 62.50 2?8 2.23 - - - - - -- - 2.23 ' 13.03 9.95 62.52 229 224 - - ____. ____ 2.24 - - - 13.07 9.48 62.54 2.30 2.26 2.26 13.10 9.07 62.56 2.31 227 - --- ---- ---- - ---- --- 227 13.13 8.73 62.58 Z32 228 --•- -- --- - - - 2.28 ' 13.17 $.44 62.60 2.33 2.29 - - - - 2.29 - - - 13.20 8.20 62.61 2.34 229 229 13.23 7.99 62.63 2.35 230 - - - -- -- -- - Z30 ' 13. 7.63 62.64 2.3 2.31 _____ _____ - - 2.31 13.30 30 7.63 62.66 2.37 232 2.32 - - - 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 ' Continaes on next page... Hydrograph Report Hyd. Na. 2 Hydrograph = Reservoir Peak discharge = 3.93 c#s '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 tndwation meffwd used. Qut m hydnaph volume_M,330 cA ' Hydrograph Discharge Table Time Flaw Elevation Clv A Civ B Clv C CIv D WrA Wr B Wr C Wr D Exa Out6ow , (hm) cis ft efs eft eft eft eft eis cfs eft e(t cft 11.83 15.26 60.66 0.80 0.80 - -- -- -- ---- - - 0.80 , 11.87 17.47 60.70 0.87 0.87 - - --- --.- --- --- 0.87 11.90 19.97 60.77 0.95 0.94 - - -- - ---- - ---. 0.94 11.93 22.95 60.84 1.03 1.02 - - - -- --- -- ---- 1,02 ' 11.97 26.77 60.92 1.11 1.10 - - - -- - - - 1.10 12.00 31.86 61.01 1.20 1.20 - - - --- --- - - 1.20 12.03 3826 61.13 1.32 1.29 - - ---- -- - - - 1.29 12.07 45.53 6127 1.44 1.41 - - - -- - - - 1.41 ' 12.10 53.13 61.43 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 6226 2.13 2.09 --- - - - - - - 2.09 12.27 80.69 62.47 2.26 Z21 - - - - - - - 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 78.51 63.32 2.66 2.66 - - - -- - - - 2.86 12.43 76.26 63.52 2.78 2.76 - -- - - - - - 2.76 12.47 73.39 63.72 2.90 2.84 - ---- --- -- ---- --- --- 2.84 ' 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 64.46 321 3.16 - - ---- - - --- - 3.16 12.67 47.31 64.57 327 321 --- - - - - --- - 3.21 12.70 42.51 64.67 3.30 3.25 - - - - -- - - 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 3.35 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 2294 65.11 3.46 3.42 - - - - - - - 3.42 12.97 21.46 65.16 3.48 3.44 --- --- --- -- --- ---- - 3.44 ' 13.00 20.18 6520 3.51 3A5 - -- --- ----- - - 3.45 13.03 19.07 6523 3.51 3.47 -- --- -- - - --- -- 3.47 13.07 18.12 65.27 3.62 3.48 3.48 , Corftues on next page... Hydrograph Report � byI,� Hyd. No. 2 ' Hydrograph ype = Reservoir Peak discharge = 4.41 cfs Storm frequency = 25 yrs Tune interval = 2 min ' Inflow hyd. No. = 1 Reservoir name = single basin Max. Elevation = 68.34 ft Max. Storage = 397,905 cult ' Storage imucawn method used. Ouftm hydmmph volum=475,437 cult Hydrograph Discharge Table ' Time Mow Ek waftn Civ A Civ 8 Civ C Civ D Wr A Wr 8 Wr C Wr D ExfN Outflow (hrs) ds ft cis cis cts as cis cis cis cfs cf6 cis ' 11.57 9.80 60.73 0.90 0.90 -- � = � = - - 0.90 11.60 10.45 60.76 0.94 0.94 0.94 11.63 1125 60.79 0.98 0.98 - - - --- - - ,.. 0,98 ' 11. 12. 60.83 1.02 1.02 - ____ - - 102 11.70 70 13.55 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 - ----- -- ---- ---- - -- 1.15 ' 11.80 22.03 61.09 1.21 1.21 _ - - - - - 1.21 11.83 22.fl3 61.09 1.28 1.26 q,2g 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 32.45 61.35 1.49 1.48 - - - - - - - 1.48 59 11-97 37.56 61.47 1. 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 i.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 91.0 62. 2.32 2.27 - - - - 227 12.20 99A1 62.83 83 2.46 2.41 2.41 - - - 12.23 104.34 63.10 2.55 2.55 2.55 12.27 106.95 63.38 2.69 Z69 -- -- - - - ---- -- Z69 ' 12.33 106.81 « 63.94 2.96 2.82 - - - - - - ____. 2.82 1233 106.81 63.94 2.96 294 2.94 1Z37 10523 64.19 3.06 3.06 - - -- 3.06 IZ40 102.81 64.43 3.19 3.15 -- - - - -- - --- 3.15 ' 12.43 99.59 64.65 3.29 3.24 - _ - - ___._ - - 324 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 6528 3.52 3.48 - -- --- - - --- - 3.48 1257 79.79 65.46 3.55 3.55 = - - - - - � 3.5512.60 73.62 65.63 3.62 3.62 3.62 12.63 67.24 65.79 3.70 3.67 - ---- - - - - - 3.67 ' 12.70 54.47 66.05 3.81 3.76 - - - - - - 3.72 12.70 54.47 66.05 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 P"91 ��&I� ' Hyd. No. 2 Hydrograph type = Reservoir Peak 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 cuff Storage uwc tion method used. Oudtow hytifrpgraat vokM=5W.774 cult ' Hydrograph Discharge Table Time kd1ow Elevation civ A Civ s civ c civ D wr A wr B wr c wr D Exm oumow , (hm) cis it cis cis ds ds cis cis cis cfs ds cis 11.30 9.07 60.80 1.00 0.99 .-- -- - -- __ _.__ 0.99 , 11.33 9.45 60.83 1.03 1.02 - - -- - --- - - 1_fl2 11.37 9.86 60.86 1.05 1.05 _.._ ____ - ._.. 1.05 11.40 10.29 60.89 1.08 1.08 - -- -- --- -- -- -___ 1.08 11.43 10.76 60.92 1.11 1.11 ---- ---- - ----- - ---- ---- 1.i1 ' 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 12.33 61.03 122 121 --- ----- -- - -.- --- 121 , 11.5 12.99 61-07 1.26 1.24 ---- --- --- - --- ----. ---- 1.24 11.60 13.80 61.11 1.30 1.28 --- --- - - - --- 128 11.63 14.82 61.16 1.35 1.32 - --- - - . -- _.._ - 1.32 11.67 16.11 61.20 1.40 1.36 ---- -- ---- - -- -- 1-36 , 11.70 17.72 61.26 1.43 1.40 - --._. - - - 1_40 11.73 19.73 61.32 1.47 1.45 --- ---- ---- - - ----- 1.45 11.777 22.17 61.38 1.51 1.50 ---- ---- -- ----- - - - 1.50 11.80 25.05 61.46 1.58 1.56 --- --- -- - - -- ---» 1.55 ' 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 4129 61.88 1.90 1.85 - - - - --- -- - 1.85 ' 11.97 47.57 62.02 1.98 1.95 ----- -- --- - - -- - 1.95 12-00 55.83 62.15 2-W 2A3 --- -- ---- -- --- - 203 12.03 66.09 62.32 Z16 Z13 --- - -- --- -- --- --- 2.13 12.07 77.60 62.60 2.28 2.23 - ---- - -- - - - 2.23 , 12.10 89.54 62.73 2.41 Z35 -- ---- - --- - - 2.35 1Z13 101.35 62-98 2.49 2.49 ---- -- -- ---- ---- - - 2.49 12-17 112.42 63.26 Z63 263 --- --- --- ----- --- ---- --- Z63 ' 12.20 121.65 63.57 2.81 2.78 - - --- - -- -- -- 2.78 12.23 127.ra 63.91 Z% 2.93 ----- -- ._..� - _..__. 293 17-27 130.76 64.21 3.07 3.06 - --- -- ----- - --- 3.06 12.30 13i.18« 64.51 3.24 3A8 _.__. - - _.__ _.._ - 3.18 ' 12.33 130.04 64.81 3.31 3.31 --- ---- - -- ---- --- -- 3.31 12.37 127.87 66.10 3.45 3.42 --- ____ - - _____ - _____ 3.42 12-40 124.70 65.38 3.53 3.62 - ---- ----- - ---- -.- 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 66.16 3.81 3.80 - - -- - - - 3.80 IZ53 103.15 66.37 3.88 3.88 ---- ---- --- -- - 3.88 Continues on nextpage--. ' H dro ra h Report Y 9 p P PW, ' FWmIlow HydroWaOs tW trrtsftdw Hyd. No. 2 Hydrogado type = Reservoir Peak discharge = 5.14 ds ' 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 IrWcdm method used. Outflow hydmgrWh volume=M.218 cult Hydrograph Discharge Table ' Time Inflow Elevation Civ A Ow B Ctv C Civ D Wr A Wr B Wr C Wr D Exfil outlbw (hm) cfs ft efs efs its ds cfs cfs cfs cfs cfs eft ' 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 ' 11.13 9.81 60.96 1.13 1.15 - _ - = - - - 1.15 11.13 9.81 60.96 1.15 t.15 1.15 11.17 10.11 60.99 1.18 1.18 - - - -- -.- --- --- 1.18 11.20 10.43 61.03 121 121 --- - ----- - - - - 1.21 ' 1123 10.79 61.06 1.25 1.23 = 123 ____ 1127 11.18 61.09 1.28 126 - - - - t.26 11.30 11.61 61.13 1.32 1.29 ---- - -- --- - .-. ____ 129 11.33 12.07 61.16 1.36 1.32 - --- -- ---- ___. _ . 1.32 ' 11.37 12.57 61.20 1.40 1.35 = - 1.35 42 11.40 13.10 61.24 1. 1.38 - ____. - - - 1.38 11 A3 13.66 61.28 1.44 1.42 ---- - -- --- - - - 1.42 1 11.50 1426 61.37 1.50 1.49 - - - - - - - 1.45 11.50 14.88 61.37 1.50 1.49 1.49 11.53 16.56 61A1 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 1.80 - - - - 160 70 11.63 18.59 61.57 1. 1." _ - - 1.64 11.67 20.16 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 ' 11.00 67.77 62.68 2.39 2.33 - = - - - - 2.24 33 12.00 67.77 62.68 2.39 2.33 2.33 12.03 79.91 62.87 2.47 2.43 2.43 12.07 93.46 63.10 2.65 2.56 --- ---- --- - -- - - 2.55 ' 12.10 107.47 63.37 2.$9 2.68 = = r- _ - - 2_6$ 12.13 121.29 63.67 2.87 2.82 - 2.82 12.17 134.19 64.01 2.97 2.97 - -- --- - - ---- - 2.97 1220 144.87 64.33 3.14 3.11 - - - -- - - - - 3.11 1223 151.94 64.66 3.30 3.25 - - - --- --- .-_. - 325 Continues on next page- • £2—II Ai L - ' —' LINE SEGMENT 1 TIME TO INLET i tr TIME IN PIPE a ACCUMULATED TIME d w Al ENTERING CATCH BASIN - - SUM OF Al . . o. d. cc 10 IN SYSTEM a, y RAINFALL INTENSITY 1 00 0+ ce _ 0 0 o o ® Q IN SYSTEM ro PiPE SIZE LENGTH OF PIPE 1 o ' o d• - .. SLOPE wNk AVERAGE VELOCITY - 10FULL CAPACITY i t t t 1 ! t ( } [ t I j HEADWATER n 2 - r I _ •#I 133itS A!037133" A1il3 133i1iS ' 311r0 Af�311'JK30 1�3('OYd 32 waol 019163p 111312AS >t311►38 NVO1S HOSONVA N1noS .4o Niwo1 TOINM OF SOUTH WINDSOR STORY SEVER $YSTEY OE31aN FORM 2.2 PROJECT DESIGNED RY DATE STREET FIRM CHECKED BY SHEET N* A A11OvdV3 'I1nd A113013A 3SV83AV aA I Nli M o 0 4 0 o a o O O 3d01Slj� AI a p O . p ' Ir 3d1d d0 N19N31 o 4 o = - - - 3ZIS 3did a M " p M131SAS NO 0 ® p _ 1p fo ZIT A11SN31NI11VANIVl1 w O N31SAS N1 _ ft, sr �o wns #Dj I b- 1c; ' oij N1SV6 Ho1V0 - SW1831N3 IVZr- p 310111 031VlAiNn97V tn_ o 3did N1 310111 a o 13lN1 01 310111 a ' 0 E- :IN3V#93S 3N11 — s ' D 1I-23 LMLOF gpuTH WAN©SOR STORM SEWER SYSTEM �ESIGM FORM 2.2 PROJECT DEStCNED by GATE , STR£ET FIRM CHECKED BY SHEET Ht� .V. •' o V .� ! i ' V31VAGv3N 1 1 1 i i 1 f I ! r All30'13A 3OW83AV N F ' 3d01Scl © p a 3d1d 40 M19N31 0 3Z153d1d o pZIP, , malsAs N! 0 ID rd A11sN31Nf 11V3N1V11 - rI ' h "31SAS Nl ' mr w wns - fM1SVe "Diva ' 9141831N3IV _ 3W11 031V1nanoov t d o 3dld N1 3R11 ! t ! f t eo _ 131N1013l111 a o a4 ' 1N mus 3141l - a s II-23 111111111111111����0TIME TO INLET ACCUMULATED TIME Al ENTERING CATCH BASIN SUM OF Ar. IN SYSTEM RAINFALL INTENSITY ' Q IN SYSTEM PIPE SIZE loll LENGTH OF PIPE � FULL CAPACITY APPENDIX ' Drainage Area Maps ' 1 1 1 1 1 1 1 MEMORANDUM To: South Windsor Inland Wetland/Conservation Commission. From: Jeffrey H. Folger—Environmental Planner/Conservation Officer Date: March 27, 2017 Re: Appl. #07-07P Review of the proposed Aldi's Distribution facility expansoinat 295 Rye Street. Plans dated 03/01/17. The project is to seek approvals and create a 170,000-sgft expansion to the existing 500,000 retail grocery store distribution facility, and tractor/trailer parking. Stormwater is proposed to be discharged onto an existing retention/water quality basin, which empties into the Scantic River. No proposed activity within regulated areas or the URA. Site: The site is located in the Scantic River watershed. The site is comprised of a lot totaling 106 acres. Approximately 24.38 acres of impervious surface currently exists. The expansion would increase the impervious to 30.74 acres or 29% of the site. Surface runoff exited the farm field in a number of places along the perimeter slopes. Due to the highly erodable nature of the soils in the area, each exit point resulted in a moderately steep gully. The gullies are fairly stable at this point in that the sides are vegetated with active cutting occurring only at the bottom where there is semi constant water flow from surface and ground water seeps. The hardwood forest that rings the property extends down the terrace slopes to the Scantic floodplain. The forest is comprised of mature oak, ash, hickory, and beech trees in the overstory. The understory is sparse in shrub growth due to the dense canopy above. Ferns and shade tolerant forbs are present on the forest floor. All of the trees present provide hard mast(nuts) as wildlife food. This area would be considered high quality wildlife habitat due to the food available and the proximity to the river bottom. The gullies serve as wildlife corridors supplying water and cover to wildlife moving through the area. Regulated areas on the site consist of the main stem of the Scantic River and its southern floodplain. This portion of the river contains meanders in the sandy soils present. The floodplain adjacent to the subject site ranges from 30 to 100 feet wide. The stream channel width averages 10 to 20 feet with a depth of 3 to 6 feet. The channel bottom is comprised of medium to fine sands. The streambed is active with sedimentation reacting to seasonal changes in flow. Wetlands on the site appear to be accurately identified. The floodplain would be classified as a wooded wetland type. Red maple, Cottonwood, and Silver maple dominate the over story. The shrub understory vegetation is limited due to the dense canopy, but is present. Emergent vegetation(skunk cabbage, false hellebore, and jack-in-the-pulpit) is quite thick during the growing season. The wetland boundary starts roughly at the toe of the slope. Each of the erosion scars consists of a watercourse and adjacent hydric soils. The flow within these watercourses is dependent on the groundwater supply in the Ag field. The watercourses are rarely dry; this occurring only in drought years. Besides.the main channel of the river,these seep areas are a source of moisture for plants in an otherwise well drained soil, and can create"micro environments". Impacts: The soils listed on the site report are Windsor Loamy Sand(WuA) 0 to 3% slope Agawam Fine sandy loam (AgA) 0 to 3% slopes and Terrace Escarpment(Te) on the slopes leading down to the floodplain. Perimeter erosion controls will be adequate to contain sediments from construction activities on the flat portion of the site. Stormwater: The stormwater management consists of a series of catchbasins piped to a large retention basin which ultimately discharges to the main channel of the Scantic River. The catchbasins are supplied with deep sumps for initial sediment storage. The large storage capacity of the retention basin and amount of permanent pool area that exists, in combination with the above mentioned structures provides a very high degree of pollutant removal. The very small outflow orifice from the basin meters out only small amounts of accumulated stormwater. An investigation of the previously installed outfall structure at the Scantic River showed a very stable situation with no visible evidence of erosive scour. The increase of impervious surface is being contained within the existing capacity of the water quality basin. Mitigation: The existing warm season grass meadow originally installed is being managed in the remaining upper field area. The wetland ecosystem that has developed within the basin as a result of the presence of water and plantings provides a measure of wetland diversity on the site. 3 ALDI DISTRIBUTION anG r W O s O sY FACILITY EXPANSION caa�o . Q Ya CSITE PLAN MODIFICATION o 2955 RYE STREET, SOUTH WHNDSOR, CONNECT THCU T MAP R34, LOT 40 JJ�YYz5 i�¢¢ SOUTH WINDSOR 9 N/F PROPERTY OWNER(S) WITHIN 500' uw Lm uAl¢ uAexzc AooRFss ! -�. \ '!.. Pu f o o GREEN,aO n 1TI ?0 NAYCO.LLC. 1W BRYRKo LWYE - . NNcxEsrtR m osa'o 121 Sl 1NE RZAL GRgA,LLF aa�Pfl0.WEW 121 AZ LU(A4S,.IRN t ELDABETH 12 RGRP6 WGGo WAY /� \'. 1 G ,21 03 LU(/SIIL J.W Y,!EUZ.1ffT1 K 12 RGSt,S WoOp WAY 121 M o t L G1RGN,LLG SSY BIAIRIRY 5T. -"1 \ -'Po BOX 2NMSZ � s �a aNEPARY WG EAST xueiFceo.GT�,za _ J/ °ERs�° Rxu.m aoze � —• w�_Z �/:. \�t 1. , mmo SIEPARo ASSODA,FS Zm WEs1,LTBFWtY RG c/O Ill—wo WPSEMIcs eLowxcw.m ,2Z 2 REKl,1E.ERNEST•IIKYAE K to RYE sT. ��.. 1Z2 a wl..cNH T FTAL aT son LA ^ �� w 122 A F0.5CY PROPFRtt YNlAGIIENT.LLG 138 RYEv. ST. zz a xEPARD Pou WG. Po mx a,a _ SITE ter LOCATION MAP 1Z3 a SHEPAPD Pou IMG Po�NN'O SQI HLL m oZOTa FAST WRNSGR NEI.m oRGZH ,u T woaoeodc,AYw a re TmsTEE u w000eoac,A l ,u a ALTA REALtt co11PANY.u.c zaT owwr ATENUE ? SCALE: 1"=1,000' xERSNRw,xr,u ,z 1Z3 tT xRATFam.m m,oe W In , 1 ` G/AIER,MWNI N.t A1NENA 1RUslEES ]69„IOY,tD. •�° � SHEET INDEX —w•-wiA®c.N,NR,RE ,Rm AYN Nttx NLw. lu 2 MnSTMnss, TY sogl}x y�LAcaxSERV.TRUST.WG , m aaoze ,SS .L�o . w EA,CI6N0 Ro. .. Ya' C—Tl COVER SHEET 1 OF 11 in a ry REALtt,u.c. w aNOaum Ro. 1M YCGIGM AYES N t GGRA,,A,tff N Rxa RK Si. N{ATYAME r.ImLEr C-Nl NOTES SHEET 2 OF 11 ,x n Tow a sauTx rAwsoR , .,,N AYE. C—DM1 DEMOLITION PLAN 3 OF 11 S ,sa xa GTYSRo s1EVARo AssacuTFs zol WEsr xEASFARr Ro. 0 � ,u s, -1LR15,GEORGE W ,moo.R0p1`"iT:Esi m C—SP1 OVERALL SITE PLAN 4 OF 11 ,a a aYamT,Laus v Po eoz a,s ,u P srATE a can NEv >a E,Y sr. -^ C—SP2 SITE PLAN 5 OF 11 xN,TFam,m m,GR - C-GD1 GRADING &DRAINAGE PLAN 6 OF 11 - - C-UT1 UTILITY PLAN 7 OF 11 -- C-ES1 EROSION &SEDIMENTATION PLAN 8 OF 11 - C-ES2 EROSION&SEDIMENTATION NOTES & DETAILS SHEET 9 OF 11 _ C-D7& C-D2 DETAILS 10-11 OF 11 V-1 PROPERTY &TOPOGRAPHIC SURVEY 1 OF 1 LT-1 LIGHTING PLAN(BY OTHERS) 1 OF 1 N A100. A201 ARCHITECTURAL PLANS (BY OTHERS) 1-2 OF 2 Z O Lu KEY MAP RECEIVED SCALE: 1"=500' MAR 13 2017 PRELIMINARY CIVL ENGINEER, LANDSCAPE NOT FOR CONSTRUCTION ARCHITECT A LAND SURVEYOR: TIRE MANS ARE FOR PLAMM PLRPOSES ONLY NTEND®TO SECAIE RCi"TORY SOUTH WINDSdR PLANNING DEPL APPROVALS.ONLY FNAL PLAM STAMPED APPROV®BY THE TOWN SHALL BE USE)FOR CONMIMTM PUMPOW PROPERTY OWNERS: GENERAL NOTES: eslgn ALDI, INC. 295 RYE STREET ETHMNGW LAW RMO R. R PLANS ARE ur LA TIEr.MAR TIE REAL OR RrAAr.AMosauL aDMIITUE of TIE PROFL oNAL SOUTH WINDSOR, CT 0) .EK*TWC ODN WIOK AND ORITYLOOCATI NK DBICIW HERM ARE NAM ON AVALARLE NFONMATNDN AM WALL rofess i o n a 1 s APPLICANT: BE FIELD VERFM POOR TO NS7RIICPION. LL NAM B ORMMA��ATMDME��NM mMTM CIVIL & TRAFFIC ENGINEERS / PLANNERS / SURVEYORS A M KINC CONSTRUCTION CO., LLC ~ MUM AMPE LOCAL AWAD=MMNT000NSUMMONL GIS ANALYSTS / LANDSCAPE ARCHITECTS 1610 EAST MOREHEAD, SUITE 200 F FMODIILTION TECWAQ E6 USED N TIE PRODUCTNDN OF 7M MAN CAN STRETCH OR BMW TIE WK SCMNC OF 'US DRAWNC MYN?NACURAM CONTACT DPI IF ADWMAL NFORMATIDN a REOIIlED. CHARLOTTE, NC TIIM PLAM AMones rrW PWARED BY DM PRON:sM ALS NM aM ARE NTTRU lm OF�AM21 Jeffrey Drive Phone: 860-291-8755 WEAIAN TrS PROPERTY.TIE USE OF Timm num Nr DPIS CLENT B SUN&CT TO TIE TERMS WF FORM N 1NE P.O. Box 1167 Fax: 860-291-8757 aEE1 Af.RHi1 T R mri corn AND Dn.ReRODHlcnal AwiaN IME of TIRE IIEALs BY on�N s PRDIen® South Windsor, CT 06074 www.designprolessionalsinc.com �—.. D 1 p ^-T1 ACKS TIE wRIM UMF A r of DM sffr�of n GENERAL GRADING & UTILITY PLAN NOTES UNAUTHORIZED PERSONS. SHALL BEAR ANY AND ALL COSTS THAT MAY BE ASSOCIATED WITH SAME.IF ANY LEGEND LL " 16. IN THE EVENT OF DISCREPANCIES AND/OR CONFLICTS BETWEEN PLANS OR RELATIVE B. THE CONTRACTOR SHALL PROTECT AND MAINTAIN THE OPERATION AND SERVICE OF EXISTING STRUCTURES THAT ARE TO REMAIN ARE DAMAGED DURING DEMOLITIONS, }$ 1. PRIOR TO STARTING ANY SITE ACTIVITY OR DEMOLITION,THE CONTRACTOR SHALL TO OTHER PLANS,THE SITE PLAN WILL TAKE PRECEDENCE AND CONTROL. ALL ACTIVE UTILITIES AND SYSTEMS THAT ARE NOT BEING REMOVED DURING ALL REPAIRS SHALL BE MADE USING NEW PRODUCT/MATERIALS RESULTING O A EXISTING DESCRIPTION PROPOSED @ Ipn I�j •F DEMOLITION ACTIVITIES. SHOULD A TEMPORARY INTERRUPTION O UTILITY SERVICES PRE-DEMOLITON CONDITION,OR BETTER.CONTRACTOR E RESPONSIBLE TO F we'CALL BEFORE YOU IOC AND/ON THE APPLICABLE STATE DAMAGE CONTROL SYSTEM CONTRACTOR MAST IMMEDIATELY NOTIFY THE DESIGN ENGINEER.IN WRONG,O ANY BE REQUIRED AS PART OF THE PROPOSED CONSTRUCTION ACTMTIES.THE DOCUMENT ALL EXISTING DAMAGE AND TO NOTIFY THE OWNER MD THE BO8NG5 3 FOR THE REQUIRED UTILITY MARK OUTS IN ADVANCE OF ANY EARTH DISTURBANCE. DISCREPANCIES AND/OR CONFLICTS. CONTRACTION SHALL COORDINATE WITH APPROPRIATE UTILITY COMPANIES AND THE CONSTRUCTION MANAGER PRIOR TO THE STARE OF CONSTRUCTION BORING/TEST PR LOCATION ' E ADDITION TO THIS.THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL 17. CONTRACTOR IS REQUIRED TO SECURE ALL NECESSARY AND/OR REQUIRED PERMITS AFFECTED END USER TO MINIMIZE IMPACT AND SERVICE INTERRUPTION. 12. ALL CONCRETE MUST BE AIR TO WITH A MINIMUM COMPRESSIVE STRENGTH COMMUNICATION IXIS LNG ONSRE UgUTIES INCLUDING BUT NOT LIMITED TO GAS,WATER,ELECTRIC. AND APPROVALS FOR ALL OFF SITE MATERIAL SOURCES AND DISPOSAL FACILITIES. 9. THE CONTRACTOR SHALL ARRANGE FOR AND COORDINATE WITH THE APPROPRIATE OF I..PSI AT 28 DAYS UNLESS OTHERWISE SPECIFIED ON THE PLANS.DETAILS E SANITARY AND STORM SEWER.TELEPHONE.CABLE,FIBER OPTIC CABLE,ETC.WITHIN CONTRACTOR MUST SUPPLY A COW OF APPROVALS TO ENGINEER AND OWNER PRIM CX OVERHEAD COIYL IVIES(C1BIE.TEL ErcJ as AND ADJACENT 70 THE LIARS OF THE PROJECT ACTIVITIES.LOCATIONS OF ALL UTILITY COMPANIES FOR THE TEMPORARY AND PERMANENT TERMINATION O ANY AND AND/OR GEOTECHNICAL REPORT. TO INITUTINC WORK ANY WORK. ALL SERVICES THAT ARE REQUIRED FOR THE PROPERTY WHETHER SHOWN ON THE C UNDERGROUND COMMUNICATION LINES G EXISTING AND PROPOSED SERVICES ARE APPROXIMATE AND MUST. INDEPENDENCY 13. DESIGN PROFESSIONALS HAS NO RESPONSIBILITY REGARDING JOB SAFETY AND/OR CONFIRMED WITH LOCAL UTILITY COMPANIES AND THE CONTRACTOR. WATER AND 18. WHERE RETAINING WALLS(WHETHER OR NOT THEY MEET THE JURISDICTIONAL SIZE PLANS OR NOT. TERMINATION OF UTILITIES SFW1 BE PERFORMED IN a u` SANITARY SEWER SERVICE AND ALL OTHER UTILITY SERVICE CONNECTION POINTS DEFINITION)ARE IDENTIFIED ON PLANS,ELEVATIONS IDENTIFIED ARE FOR THE COMPLIANCE WITH ALL LOCAL,STATE AND/OR FEDERAL REGULATION. CONTRAOVERSIGCTUALLY. DESIGN OR PROFESSIONALS RELATED TO SAME,LEGALLY NOR CONTROL POINTS (q Y, MUST BE INDEPENDENTLY CONFIRMED BY THE CONTRACTOR IN THE FIELD PRIOR TO EXPOSED PORTION OF THE WALL.WAIL FOOTING FOINDATKXN ELEVATIONS ARE NOT CONTRACTUALLY. DESIGN SAFETY I SS ES.A IS NOT TIME. RESPONSIBLY TO IDENTIFY OR HORIZONTAL CONTROL POINT / 10. SHOULD HAZARDOUS MATERIAL DE DISCOVERED/ENCOUNTERS.WHICH WAS NOT REPORT ANY JOB SIZE SAFETY ISSUES,AT ANY TIME. 6 THE COMMENCEMENT OF CONSTRUCTION.ALL DISCREPANCIES MUST IMMEDIATELY BE IDENTIFIED HEREIN AND ARE TO BE SET/DETERMINED BY THE CONTRACTOR BASED ANTICIPATED/ADDRESSED IN THE IN THE PROJECT PLANS AND SPECIFICATIONS,CEASE 14. DESIGN PROFESSIONALS WILL RENEW CONTRACTOR SUBYRTALS WHICH THE ® HORIZONTAL&VFRIXN'CPITROL FONTM- REPORTED.IN WRITING,TO THE ENGINEER. ON FINAL STRUCTURAL DESIGN SHOP DRAWINGS PREPARED BY THE APPROPRIATE ALL WORK IMMEDIATELY AND NOTIFY OWNER AND ENGINEER OF RECORD REGARDING CONTRACTOR IS REWIRED TO SUBMIT,BUT ONLY FOR THE SOLE PURPOSE OF O VERTICAL CONTROL POINT 5 O 4� 2. CONSTRUCTION SHALL BEGIN AT THE LOWEST ELEVATION AND/OR INVERT(POINT OF PROFESSIONAL.LICENSED IN THE STATE WHERE THE CONSTRUCTION OCCURS. HE DISCOVERY OF SANE.. CHECKING FOR CONFORMANCE WITH THE INTENT OF THE DESIGN AND CONTRACT BENCHMARK CONNECTION)AND PROGRESS UP GRADIENT.WHERE UTILITIES ARE PROPOSED TO 19. STORM DRAINAGE PIPE:UNLESS INDICATED OTHERWISE,ALL STORM SEWER PIPE 11. DESIGN PROFESSIONALS HAS NO RESPONSIBILITY REGARDING JDB SAFETY AND/OR DOCUMENTS. DESIGN PROFESSIONAL INC IS NOT RESPONSIBLE FOR ANY DEVIATIONS £ (A f GROSS/TRAVERSE EXISTING UNDERGROUND UTILITIES.THE ELEVATIONS OF THE MUST BE REINFORCED CONCRETE PIPE(RCP)CUSS III WITH SILT TIGHT JOINTS. OVERSIGIH/SUPERVISION,OR ANYTHING RELATED TO SAME.LEGALLY NOR FROM THE CONSTRUCTION DOCUMENTS UNLESS CONTRACTOR RECEIVED EXPLICIT DOMESTIC WATER a S _ EXISTING UTILITIES SHALL BE VERIFIED IN THE FIELD PRIOR TO CONSTRUCTION BY WHEN HIGH-DENSITY POLYETHYLENE PIPE(HOPE) CALLED FOR ON THE PLANS.IT CONTRACTUALLY. DIRECTION TO DO SO,IN WRITING,FROM DESIGN PROCESSIONALS INC. WATER MAIN W G�No.US EXCAVATING A TEST PIT AT THE PROPOSED UTILITY CROSSING POINT TO VERIFY MT CONFORM TO AASHTO M294 AND TYPE S(SMOOTH INTERIOR WITH ANGULAR 12. THE CONTRACTOR IS RESPONSIBLE FOR ALL'MEANS AND METHODS'NECESSARY TO 15. THE CONTRACTOR IS IN FOR IMPLEMENTING AND MAINTAINING A TRAFFIC WATER SERVICE W5 ` EXISTING UTILITY LOCATIONS/ELEVATIONS/INVERTS. SHOULD THE FIELD VERIFIED CORRUGATIONS)WITH GASKET FOR SILT TIGHT JOINT.PVC PIPE FOR ROOF DRAIN PREVENT MOVEMENT.SETTLEMENT.OR COLLAPSE OF EXISTING STRUCTURES,AND ANY PROTECTION PLAN FOR ALL WORK THAT AFFECTS PUBLIC TRAVEL EITHER ON AND/OR EXISTING UTILITY BE IN CONFLICT WITH THE PROPOSED SITE DESIGNS,THE CONNECTION MUST BE SOB 26 OR SCHEDULE 40 UNLESS INDICATED OTHERWISE. OTHER IMPROVEMENTS THAT ARE TO REMAIN.IF ANY EXISTING STRUCTURES THAT OFFSR U E.THE COST ASSOCIATED WITH SAID PLAN SHALL BE INCLUDED IN THE BASE F FIRE SERVICE LINE F CONTRACTOR SHALL NORM THE DESIGN ENGINEER IN WRITING AND SHALL NOT 20•SANITARY SEWER PIPE MUST BE POLYVINYL CHLORIDE(PVC)SDR 35 EXCEPT WHERE ARE TO REMAIN ARE DAMAGED DURING DEMOLITIONS.S SHALL BE MADE USING NEW BID/CONTRACT COST. NON-POTABLE WATER LINE NPW PROCEED WITH SAID UTILITY CONSTRUCTION UNTIL FURTHER DIRECTION IS GIVEN INDICATED OTHERWISE.SANITARY LATERAL MUST BE PVC SCHEDULE 40 OR PVC SDR PRODUCT/MATERIALS RESULTING IN A PRE-DEMOTION CONDITION,OR BETTER. 16. ALL ONSITE AND OFFSIIE&GRACE AND SIGNING AND PAVEMENT MARKINGS SHALL WATER LINE,ABANDONED FROM THE DESIGN ENGINEER. 26 UNLESS INDICATED,IN WRITING,OTHERWISE. CONTRACTOR IS RESPONSIBLE FOR ALL REPAIR COSTS CONFORM TO MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES OR LOCAL APPROVAL ISM Ills 3. CONTRACTOR MUST VERTICALLY AND HORIZONTALLY LOCATE ALL UTILITIES AND 21.STORM AND SANITARY SEWER PIPE LENGTHS INDICATED ARE NOMINAL AND MEASURED 13.EARTH WORK ACTIVITIES.DEMOLITION OR REMOVAL OF BUILDINGS,FOUNDATION WALLS, REWIRENENTS. WATER VALVE j{ SERVICES INCLUDING.BUT NOT LIMITED TO.CAS.WATER,ELECTRIC.SANITARY AND CENTER OF INLET AND/OR MANHOLES STRUCTURE TO CENTER OF STRUCTURE. FOOTING.OR OTHER MATERAS WITHIN THE WORK AREA SHALL BE IN ACCORDANCE 17. ALL gYEN51DNS ARE TO FACE OF CURB,EDGE OF PAVEMENT,OR EDGE OF WATER METER ® N It IEg§ STORM SEWER,TELEPHONE.CABLE.FIBER OPTIC CABLE.ETC.WITHIN THE UMRS OF 22 STORMWATER ROOF DRAIN LOCATIONS ARE APPROXIMATE AND ARE BASED ON AND CONFORM TO THE PROJECT PLANS AND SPECIFICATIONS. BUILDING,UNLESS NOTED OTHERWISE. b FIRE HYDRANT w i 8H 5 USE,REFER DR WORK SPACE.WHICHEVER E GREATER.THE CONTRACTOR MUST 14. ALL BACKFILLING REQUIRED AS A RESULT OF DEMOLITION SHALL BE PERFORMED IN 18. THE CONTRACTOR SHALL INSTALL AND/OR CONSTRUCT ALL ASPECTS OF THE 13 Dg %{EESYE USE,REFER T0,AND COMPLY WITH THE REQUIREMENTS OF THE APPLICABLE UTILITY PRELIMINARY ARCHITECTURAL THE FIN PANS.CONTRACTOR IS RESPONSIBLE FOR REVIEWING / LIQUID FUR ¢gg NOTIFICATION SYSTEM TO LOCATE ALL THE UNDERGROUND UTILITIES THE CONTRACTOR AND COORDINATING THE FINAL ARCHITECTURAL PLANS TO VERIFY FINAL LOCATIONS O COMPLIANCE WITH THE RECOMMENDATIONS AND GUIDANCE OF THE GEOTECHNIOAL PROJECT IN STRICT COMPLIANCE WITH AND ACCORDANCE WITH MANUFACTURER'S ALL ROOF DRAINS. REPORT INSTALLATION STANDARDS.RECOMMENDATIONS AND SPECIFICATIONS. -LF MAIN LIQUID FUEL LINE LF L { ` �•�fF S RESPONSIBLE FOR REPAIRING ALL DAMAGE TO ANY EXISTING UTILITIES DURING 15.THE USE OF EXPLOSIVES FOR THE PURPOSE O DEMOLITION OR RGCK REMOVALACCORDING yyM B . �HGd PROTECTION F TRAFFIC N 7 THE T UNIFORM e CONSTRUCTION,AT NO COST TO iFME OWNER.CONTRACTOR SHALL BEAR ALL COSTS 23.SEWERS CROSSING STREAMS AND/OR LOCATION WITHIN 10 FEET OF THE STREAM 19. MAINTENANCE @ PRO7EC ON 0 C 5 ACCONDI G 0 E CT DO U ORM -LFS LIQUID FUEL SERVICE LINE LFS ASSOCIATED WITH DAMAGE TO ANY EXISTING UTILITIES DURING CONSTRUCTION. EMBANKMENT.OR WHERE SITE CONDITIONS SO INDICATE,MUST BE CONSTRUCTED O MUST NOT BE IN COMPLIANCE OF ALL LOCAL.STATE AND FEDERAL REGULATIONS. TRAFFIC MANUAL, Ad E gEH# fi THE CONTRACT SOW.OBTAIN AL PERMITS THAT ARE REOUIRW BY THE FEDERAL. -LF LIQUID FUEL LINE.ABANDONED R#B F g 4. IT IS THE CONTRACTOR'S RESPONSIBILITY TO RENEW ALL CONSTRUCTION CONTRACT STEEL.REINFORCED CONCRETE,DUCTILE IRON OR 07HER SUITABLE MATERIAL SEWERS CONVEYING SANITARY FLOW COMBINED SANITARY AND STORMWATER FLOW OR STATE AND LOCAL GOVERNMENTS.THE CONTRACTOR S ALSO RESPONSIBLE FOR AL IRRIGATION DOCUMENTS INCLUDING,BUT NOT LIMITED JE ALL OF THE DRAWINGS AND INDUSTRIAL FLOW MUST BE SEPARATED FROM WATER MAINS BY A DISTANCE OF AT INSPECTION.MONITORING OR TESTING AS MAY BE REWIRED BY ANY AND ALL AMERICANS WITH DISABILITY ACT NOTES TO SPECIFICATIONS ASSOCIATED WITH THE PROJECT WORK SCOPE PRIOR TO THE PERMITS AND REGULATIONS, IRRIGATION LINES 1 F i INITIATION AND COMMENCEMENT OF CONSTRUCTION.SHOULD THE CONTRACTOR FIND LEAST 10 FEET HORIZONTALLY.IF SUCH LATERAL SEPARATIONS S NOT POSSIBLE, 76.CONTRACTOR SHALL CONTROL TRAFFIC ON MID OFFSITEIN CONFORMANCE WITH THE CONTRACTOR LIGHTING CONFLICT AND/OR DISCREPANCY BETWEEN THE DOCUMENTS RELATIVE TO THE THE PIPES MUST BE IN SEPARATE TRENCHES WITH THE SEWER AT LEAST 18 INCHES J o BELOW THE BOTTOM OF THE WATER MAIN,OR SUCH OTHER SEPARATION AS CURRENT FHWA'MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES(MUTCD),AND Ay POLE MOUNTED LIGHTSPECIFICATIONS OR THE RELATIVE OR APPLICABLE CODES.REGULATIONS,TAWS, APPROVED BY THE GOVERNMENT AGENCY WITH JURISDICTION OVER SAME.WH .ERE THE FEDERAL STATE.AND LOCAL REGULATIONS FOR ALL ASPECTS OF DEMOLITION Np'w RULES,STATUTES AND/OR ORDINANCES.IT IS THE CONTRACTORS SOLE APPROPRIATE SEPARATION FROM A WATER MAIN S NOT POSSIBLE.THE SEWER MUST AND SITE WORK. THE CONTRACTOR SHALL RENEW THE PROPOSED CONSTRUCTION WITH THE LOCAL GROUND MOUNTED LIAR ( Q RESPONSIBILITY TO NOTED THE PROJECT ENGINEER OF RECORD.IN WRITING.OF SAID BE ENCASED IN CONCRETE,OR CONSTRUCTED OF DUCTILE IRON PIPE USING 17.ALL WORK SHALL BE PERFORMED WITHIN THE UNITS OF WORK AS NOTED ON THE BUILDING OFFICIAL PRIOR TO THE START OF CONSTRUCTION.CONTRACTORS SHALL BE NATURAL GAS CONFLICT AND/OR DISCREPANCY PRIOR TO THE START OF CONSTRUCTION. MECHANICAL OR SUP-ON JOINTS FOR A DISTANCE OF AT LEAST 10 FEET ON EITHER SITE PLANS. PRECISE IN THE CONSTRUCTION OF AMERICANS WITH DISABILITIES ACT(ADA)ACCESSIBLE GAS MAIN G .0 a i' PARKING,COMPONENTS AND ACCESS ROUTES FOR THE PROJECT.THESE COMPONENTS -G 5. THE CONTRACTOR MUST INSTALL ALL STORM SEWER AND SANITARY SEWER SIDE O THE CROSSING.IN ADDITION,ONE FULL LENGTH O SEWER PIPE SHOULD 18,DESIGN PROFESSIONALS INC.S NOT RESPONSIBLE FOR THE MEANS.METHOD B w iA COMPONENTS WITCH FUNCTION BY GRAVITY PRIOR TO THE INSTALLATION OF ALL BE LOCATED SO BOTH JOINTS WILL BE AS FAR FROM THE WATER LINE AS POSSIBLE. STALL COMPLY WITH ALL APPLICABLE STATE AND LOCAL ACCESSIBILITY LAWS AND GAS SERVICE LINE G5 LUG OTHER UTILITIES. WHERE A WATER MAIN CROSSES UNDER A SEWER,ADEQUATE STRUCTURAL SUPPORT AND/OR PROCEDURES TO BE ISTATE.FE FOR THE AL.A D ALL WORK MUST BE IN Z Fll STRICT ACCORDANCE WITH ALL STATE.FEDERAL,LOCAL.AND JURSDICTIONN_ REGULATIONS AND THE CURRENT ADM REGULATIONS AND CONSTRUCTION STANDARDS. GAS LINE,ABANDONED u 0 O d 6. CONTRACTOR S RESPONSIBLE FOR COORDINATION O SITE PUN DOCUMENTS AND FOR THE SEWER MUST DE FRONDED. REQUIREMENTS. THESE COMPONENTS INCLUDE,BUT ARE NQI LIMITED 70 THE FOLLOWING: G. ARCHITECTURAL DESIGN FOR EXACT BUILDING UTILITY CONNECTION LDGNS TIO , 24.WATER MAIN AND WATER SERVICE PIPING SHALL BE INSTALLED IN ACCORDANCE WITH 19.DEBRIS SHALL NOT BE BURIED ON SITE.ALL DEMOJTIDN MATERIALS TO BE POWER GREASE TRAP REQUIREMENTS/DETAILS,DOOR ACCESS,AND EXTERIOR GRADING.THE THE REQUIREMENTS AND SPECIFICATIONS OF THE WATER AUTHORITY HAVING DISPOSED OF SHALL BE DONE SO IN ACCORDANCE WITH ALL MUNICIPAL.COUNTY, -PARKING SPACES AND PARKING AISLES SHALL NO EXCEED A 1:50(1/4'PER FOOT OR E ELECTRICAL LINES.OVERHEAD EO 0 ARCHITECT WILL DETERMINE THE UTILITY SERVICE SIZES.THE CONTRACTOR MUST JURISDICTION. IN THE ABSENCE OF SUCH SPECIFICATIONS.WATER MAIN PIPING STATE,AND FEDERAL LAWS AND APPLICABLE CODES.THE CONTRACTOR MUST NOMINALLY 2.OX)SLOPE IN ANY DIRECTION. �> COORDINATE INSTALLATION OF UTILITIES SERVICES WITH THE INDIVIDUAL COMPANIES, MUST BE CEMENT-LINED DUCTILE IRON(DIP)MINIMUM CUSS 52 THICKNESS.ALL MAINTAIN RECORDS OF ALL DISPOSAL ACTIVITIES. .CURB RAMPS-SHALL NOT EXCEED A 1:12(8.3X)SLOPE FOR A MAXIMUM LENGTH OrEU ELECTRICAL LINES.UNDERGROUND EU TO AVOID CONFLICTS AND TO ENSURE THAT PROPER DEPTHS ARE ACHIEVED.THE WORK AND MATERIALS MUST COMPLY WITH THE APPLICABLE AWWA STANDARDS IN 20.CONTRACTOR MUST PREPARE RECORD DRAWINGS DEPICTING THE LOCATION OF SIX(6)FEET. qb UTILITY POLE ti a CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT INSTALLATION OF ALL EFFECT AT THE TIME OF THE SERVICE APPLICATION. EXISTING UTILITIES THAT ARE CAPPED.ABANDONED IN PLACE.OR RELOCATED AND .RAMPS SHALL BE EQUIPPED WITH LANDINGS AT EACH END,SHALL NOT EXCEED 1:50 PROPERTY Q +E c 99E IMPROVEMENTS COMPLIES WITH ALL UTILITY REOUIREMENTS WITH JURISDICTION 25.THE CONTRACTOR SHALL ENSURE THAT ANY AND ALL WORK LOCATED IN EXISTING PROVIDE TO THE PROPERTY OWNER AND THE ENGINEER OF RECORD. (2.0%)IN ANY DIRECTION AND HAVE POSITIVE DRAINAGE AWAY FOR THE LANDING. -- PROPERTY LINE ( § I m AND/OR CONTROL OF THE SITE.AND ALL OTHER APPLICABLE REQUIREMENTS.RULES, PAVED BE REPAIRED IN ACCORDANCE WITH REFERENCED MUNICIPAL,COUNTY AND/OR 21.CONTRACTOR SHALL PREVENT THE EMISSION OF DUST,SEDIMENT,AND DEBRIS FROM ,ACCESSIBLE ROUTES SILL BE A MINIMUM OF 36"WIDE(UNOBSTRUCTED). HANDRAILS IRON PIN STATUTES.LAWS.ORDINANCES AND CODES AND.FURTHER.IS RESPONSIBLE FOR DOT DETAILS AS APPLICABLE.CONTRACTOR IS RESPONSIBLE TO COORDINATE THEE THE SITE.AND SHALL BE RESPONSIBLE FOR CORRECTIVE MEASURES SUCH AS O COORDINATING THE UfILf1Y TIE-INS/CONNECTIONS PRIOR TO CONNECTING TO THE PERMITTING,INSPECTION AND APPROVAL O COMPLETED WORK WITH THE AGENCY STREET SWEEPING AND CLEAN UP WORK AS DEEMED NECESSARY BY THE ENGINEER AND CAR OVERHANGS MAY NOT OBSTRUCT THESE AREAS. LONGITUDINAL SLOES O MONUMENT EXISTING UTILITY/SERVICE. EXISTS BETWEEN WHERE A CONFUCT(S)EXI BETWEEN THESE SITE PLANS WITH AGENCY HAVING JURISDICTION OVER THE PROPOSED WORK. OF THE AUTHORITY HAVING JURISDICTION. (DIRECTION OF TRAVEL)SHALL NOT EXCEED 1:20(5.0%)AND SHALL HAVE A CROSS AND THE ARCHITECTURAL PLANS,OR WHERE ARCHITECTURAL PLAN UTILITY 26. THE CONTRACTOR SHALL. BY BORING OR BY TEST PR,DETERMINE THE DEPTH TO SLOE NO GREATER THAN 1:50(2.0%). ROADS CONNECTION POINTS DIFFER.THE CONTRACTOR MUST IMMEDIATELY NOTIFY TH OF AN E GROUNDWATER AT THE LOCATION Y PROPOSED DWELLINGS THAT WILL CONTAIN GENERAL NOTES -ACCESSIBLE ROUTES EXCEEDING 1:20(5.0%)SHALL BE CONSIDERED A'RAMP`. GUARD RAIL ENGINEER,IN WRITING,AND PRIOR TO CONSTRUCTION,RESOLVE SAME. A BASEMENT. IF GROUNDWATER IS ENCOUNTERED WITHIN THE PROPOSED BASEMENT MAXIMUM SLOPES OF A RAMP SHALL BE 1:12(8.3%)IN THE DIRECTION OF TRAVEL, .� OR -ter SIGN OR .9-0- 7. WATER SERVICE MATERIALS.BURIAL DEPTH,AND COVER REQUIREMENTS MUST BE AREA.BASEMENTS SHALL NOT BE INSTALLED UNLESS SPECIAL CONSTRUCTION CONTRACTOR SHALL ADHERE TO AND IS RESPONSIBLE FOR COMPLIANCE WITH AL AND A CROSS SLOPE OF 1:50(2.0%). RAMPS SHALL HAVE MAXIMUM RISE OF 2.5 SPECIFIED BY THE LOCAL UTILITY COMPANY.CONTRACTOR'S PRICE FOR WATER METHODS,APPROVED BY THE AUTHORITY HAVING JURISDICTION.ARE UTILIZED.WHERE EROSION CONTROL Z SERVICE MUST INCLUDE ALL FEES.COSTS AND AIWUREHANCES REQUIRED BY THE SUMP PUMPS ARE INSTALLED.ALL DISCHARGED MUST BE CONNECTED TO THE STORM DETAILS.NOTES,PANS AND SPECIFICATIONS CONTAINED HEREIN. R IS THE FEET.SHALL BE EQUIPPED WITH FUND RAILS AND LANDINGS AT THE TOPS AND BOTTOM O SEWER OR DISCHARGE TO M APPROVED IODATION. RESPONSIBILITY OF THE CONTRACTOR TO ENSURE THAT ALL WORK PERFORMED BY THEIR OF THE RAMP. LANDINGS SHALL NOT EXCEED 1:50(2.0%)IN ANY DIRECTION AND SF SILT FENCE SF UTILITY TO PROVIDE FULL AND COMPLETE WORKING SERVICE,CONTRACTOR MUST SUBCONTRACTORS IS IN FULL COMPLIANCE WITH THESE REQUIREMENTS. HAVE POSITIVE DRAINAGE AWAY FOR THE LANDING. SITE FEATURES CONTACT THE APPLICABLE MUNICIPALITY TO CONFIRM THE PROPER WATER METER AND 27.FOR SINGLE AND MULTI-FAMILY RESIDENTIAL PROJECTS.SPOT ELEVATION(S)VAU PRIOR TO COMMENCING CONSTRUCTION. ADJACENT TO THE BUILDINGS ARE SCHEMATIC FOR NON-SPECIFIC BUILDING 1, R14E FOLLOWING DOCUMENTS ARE INCORPORATED BY REFERENCE AS PART OF THIS •A LANDING SHALL BE FRONDED AT THE EXTERIOR OF ALL DOORS. LANDINGS SHALL EDGE OF WATER LT, e. ALL NEW UTILITIES/SERVICES,INCLUDING ELECTRIC.TELEPHONE,CABLE TV,ETC.ARE FOOTPRINTS.GRADES MUST BE ADJUSTED BASED ON FINAL ARCHITECTURAL PLANS SITE Pam' NOT EXCLANDING. 1:T LAN IN ANY DIRECTION AND HAVE POSITIVE S LONG AWAY FOR /IL AND SHALL PROVIDE A MINIMUM O SIX(6)INCHES BROW TOP O - PUN ENTITLED'PROPERTY DATED &TOPOGRAPHIC SURVEY'PREPARED NT DESIGN THE ITTED O. THE LARDING SHALL BE U LESS THAN 60 INCHES LONG UNLESS X-X BARBED WIRE FENCE X-X 7�Jf TO BE INSTALLED UNDERGROUND.ALL NEW UTILITIES/SERVICES MUST EC INSTALLED PROFESSIONALS.INC..DAZED 3/8/2017. PERMITTED OTHERWISE PER THE ADA REGULATIONS CHAIN LINK FENCE W IN ACCORDANCE WITH THE UTILITY/SERVICE PROVIDER INSTALLATION SPECIFICATIONS FOUNDATION/CONCRETE ND MU SIX(VI INCHES BELOW THE FACADE TREATMENT, AND BLARDAROS. WHICHEVER IS LOWER,AND MUST PROVIDE POSITIVE DRAINAGE AWAY FROM THE - PLANS ENTITLED'SIRE DEVELOPMENT PLAN'PREPARED BY DESIGN PROFESSIONALS, RAIL FENCE THE CONTRACTOR SHALL VERIFY ALL EXISTING ELEVATIONS SHOWN EA THE PUN IN STRUCTURE(MINIMUM OF 2X).ALL CONSTRUCTION,INCLUDING GRADING.MUSE INC..DATED 11/22/06 AND REVISED THROUGH 3/20/O8. BLOCKADE FENCE 8. SIZE GRACING MUST BE PERFORMED IN ACCORDANCE WITH THESE PUNS AND AREAS S IXSTWG DOORWAYS,ACCESSIBLE ROTES H OTHER AREAS WHERE SPECIFICATIONS AND THE RECOMMENDATIONS SET FORTH IN THE GEOTECHNICAL COMPLY WITH ALL APPLICABLE BUILDING CODES,LOCH,SATE AND FEDERAL - REPORT ENTITLED 'PREM.BMINARI'GEOTECHNICAL STUDY FOR WAREHOUSE/DI57RIBUTION RE-CONSTRUCTION S PROPOSED.THE CONTRACTOR SHALL NOTIFY THE DESIGN ENGINEER +-+ WIRE FENCE +-+ REPORT REFERENCED IN TITS PLAN SET.THE CONTRACTOR S RESPONSIBLE FOR REQUIREMENTS.REGULATIONS AND ORDINANCE. FACILITY.RYE STREET.SOUTH WINDSOR.CONNECTICUT`PREPARED BY DR.CIM AN ENCE OF ANY FIELD CONDITIONS THAT DIFFER IN Y MANNER FROM WHAT IS SHOWN ON THE REMOVING AND REPLACING UNSUITABLE MATERIALS WITH SUITABLE MATERIALS AS 28.THE RELOCATION O EXISTING AID/OR THE INSTALLATION O NEW UTILITY POLES WRTI,P.E..P.C..DATED MAY 2006. PUNS,IN WRITING,BEFORE COMMENCEMENT O WORK. OR TREE VARIOUS LL SPECIFIED IN THE GEOTECHNICAL REPORT.ALL EXCAVATED OR FILLED AREAS MUST AND TRANSFORMERS ARE AT THE SOLE DISCRETION OF UTILTTY COMPANY. PRIOR TO THE CONTRACTOR SHALL CONFIRM THAT THEY ARE IN RECEIPT OF THE CURRENT VERSION !1^M"1"1"YYWYm TREE LINE BE COMPACTED AS OUTLINED IN THE GEOTECHNICAL REPORT.MOISTURE CONTENT AT COMMENCEMENT OF ANY WORK.THE CONTRACTOR SHALL WORK WITH THE OF THE REFERENCED DOCUMENTS PRIOR TO THE COMMENCEMENT OF ANY WORK. a DOUBLE SOU O YELLOW TIME OF PLACEMENT MUST BE SUBMITTED IN A COMPACTION REPORT PREPARED BY APPROPRIATE UTILITY COMPANIES TO FINALIZE ALL UTILITY SERVICES AND/ON 2, CONTRACTOR MUST HAVE COPES OF ALL PERMITS AND APPROVAL ON SITE AT ALL DSYL LINE A QUALIFIED GEOTECHNICAL ENGINEER,REGISTERED WITH THE STATE WHERE THE RELOCATIONS TO ASSURE NO CONFLICT WITH THE DESIGN PLANS. SHOULD A WORK S PERFORMED.VERIFYING THAT ALL FILLED AREAS AND SUBGRADE AREAS TIMES.THE CONTRACTOR IS RESPONSIBLE TO ENSURE THAT ALL REWIRED PERMITS 4•SINGLE SOLID WARE CONFLICT ARSE DUE TO THE FINAL DESIGNS OF THE LMUTY COMPANY,THE SSWL WITHIN THE BUILDING PAD AREA AND AREAS TO BE PAVED HAVE BEEN COMPACTED AND APPROVALS HOVE BEEN OBTAINED PRIOR TO PERFORMING ANY WORK O ALL OR LINE CONTRACTOR SHALL NOTIFY THE NG WITH ENGINEER IN WRITING AND AWAIT A WRITTEN PER ITE. THE CONTRACTOR SHALL THOROUGHLY RENEW AND UNDERSTAND Nl �• IN ACCORDANCE WITH THESE PLANS.SPECIFICATIONS AND THE RECOMMENDATIONS RESOLUTION PRIOR TO PROCEEDING WITH FURTHER UTILITY INSTALLATIONS. BCLC BR.CONC.LIP CURB SET FORTH IN THE GEOTECHNICAL REPORT AND ALL APPLICABLE REQUIREMENTS, PERMITS AND PERMIT CONDITIONS PRIOR TO FABRICATION O ANY MATERIALS OR RULES.STATUTES. LAWS.ORDINANCES AND CODES.SUBBASE MATERIAL FOR PRODUCTS TO BE USED AS PARE O THE PROTECT. PCC PRECAST CONCRETE CURB SIDEWALKS.CURB,OR ASPHALT MUST BE FREE O ORGANICS AND OTHER DEMOLITION NOTES 3. ALL WORK SHALL BE EXECUTED IN ACCORDANCE WITH THESE PLANS,THE PROJECT'S SANITARY SEWER UNSUITABLE MATERIALS.SHOULD SUBBASE BE DEEMED UNSUITABLE BY SpEOFlCATI0N5,CONDITIONS OF APPROVALS AND PERMITS.AND ALL APPLICABLE Mo SANITARY SEWER MAIN OWNER/DEVELO OR OWNER/DEVELOPER'S REPRESENTATIVE.SUBBASE S 70 BE IHHE CONTRACTOR SHALL RENEW ALL SITE PLANS(AND ARCHITECTURAL DRAWINGS AS RULES.REGULATIONS,CODES.LAWS AND STANDARDS OF ALL NRHORMES HAVING 5 PER RE AND FILLED WITH APPROVED FILL MATERIAL COMPACTED AS DIRECTED BY APPLICABLY)TO ASSURE THAT ALL DEMOLITIONS AD7IVRIES AND INCIDENTAL WORK JURISDICTION OVER THE PROJECT. SANITARY SEWER SERVICE LINE 55 THE GEOTECHNICAL REPORT.EARTHWORK ACTIVITIES INCLUDING.BUT NOT LIMITED TO, NECESSARY FOR THE CONSTRUCTION O THE NEW SITE IMPROVEMENTS ARE COMPLETED. 4. THE GEOTECHNICAL REPORT AND RECOMMENDATIONS NOTED HEREIN ARE A PART O 5 SANITARY SEWER LINE,ABANDONED EXDAVATION,BACKFILL,AND COMPACTING MUST COMPLY WITH THE RECOMMENDATION THE DEMOLITION PLAN S INTENDED TO PROVIDE ONLY GENERA INFORMATION REGARDING THE CONSTRUCTION PLANS AND DOCUMENTS.IF DISCREPANCY OR AMBIGUITY EXISTS, TQ IN THE GEOTECHNICAL REPORT AND ALL APPLICABLE REQUIREMENTS,RULES, ITEMS TO BE DEMOLISHED AND/OR REMOVED. THE MORE STRINGENT REQUIREMENTS AND/OR RECOMMENDATIDNS CONTAINED IN THE SANITARY SEWER MANHOLE STATUTES,LAWS,ORDINANCES AND CODES. IN THE ABSENCE OF A GEOTECHNICAL PLANS AND THE GEOECHNICAL REPORT GOVERN. THE CONTRACTOR SHALL STORM SEWER- N REPORT EARTHWORK ACTIVITIES MUST COMPLY WITH THE STANDARD STATE DOT THE PLAN REFERENCES THE FOLLOWING DOCUMENTS AND INFORMATION: IMMEDIATELY NOTIFY THE ENGINEER IN WRITING SHOULD ANY CONVICTS BE STORM DRAIN PIPE Z - SPECIFICATIONS FOR ROADWAY CONSTRUCTION(LATEST EDITION)AND ANY PLAN ENTITLED'PROPERTY&TOPOGRAPHIC SURVEY,ALDI IXSRBBUTION FACILITY.295 IDENTIFIED PRIOR TO COMMENCING WITH ANY ADDITIONAL WORK. AMENDMENTS OR REVISIONS THERETO. 5. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS AND PROPOSED LAYOUT p STORM GRAIN PIPE,ABANDONED 0 RYE STREET.SOUTH WINDSOR.CT'PREPARED BY DESIGN PROFESSIONALS.INC.. R ROOF LEADER RL N 10. ALL FILL,COMPACTION,AND RECOMMENDATIONS MATERIALS REQUIRED FOR UTILITY INSTALLATION DATED 3/8/2017. DIMENSIONS AND MUST AND NOTIFY DESIGN PROFESSIONALS INC..IN WRITING. MUST U AS PER THE ATWITH THE PROVIDED TI THE COMPANY SPECIFICATIONS. REPORT PROM EIY IF K.NAIL SITE CONDITIONS COMPENSATION OFFER OR ARE IN OTHECONFLICT WRIT THE UNDERORNN UD L' AND MUST DE E COORDINATED WITH THE APPLICABLE MIRY COMPANY SPECIFICATIONS. PROPOSED WORK.NO EXTRA E COMPENSATION WILL BE PAID ME THE SORRGRAD FOR IN THE ABSENCE OF A GEOTECHNICAL REPORT OR RECOMMENDATIONS,FILL AND 1. CONTRACTOR MUSE NOTIFY,IN WIRING,DESIGN PROFESSIONALS INC.IF THEY ANY WORK WHICH HAS TO BE REDONE OR REPAIRED DUE TO DIMENSIONS OR GRADES STORM DRAIN MANHOLE COMPACTION MUST,AT A MINIMUM,COMPLY WITH THE STATE GOT REQUIREMENTS QUESTIONS CONCERNING THE ACCURACY OR INTENT OF THESE PANS.RELATED SHOWN INCORRECTLY ON THESE PLANS UNLESS THE CONTRACTOR RECEIVES WRITTEN ® CURB INLET pm AND SPECIFICATIONS AND CONSULTANT SHALL HAVE NO LIABILITY OR RESPONSIBILITY SPECIFICATIONS,ANY APPLICABLE SAFETY STANDARDS.OR THE SAFETY OF THE PERMISSION FROM DESIGN PROFESSIONALS INC.(OR PROPERTY OWNER/DEVELOPER) FOR OR AS RELATED TO FILL,COMPACTION AND BACKFILL.FURTHER,CONTRACTOR S CONTRACTOR OR THIRD PARTIES IN PERFORMING THE WORK ON THIS PROJECT. IF GANG AUTHORIZATION TO PROCEED WITH SUCH ADDITIONAL WORK. CATCH BASIN Q FULLY RESPONSIBLE FOR EARTHWORK BALANCE. SUCH NOTIFICATION IS GIVEN,NO DEMOLITION DR SITE ACTIVITY MAY BEGIN UNTIL 6. CONTRACTOR SHALL REFER TO THE ARCHITECTURAL/BUILDING PLANS FOR ALL YARD DRAIN • 11. THE CONTRACTOR MUST COMPLY.TO THE FULLER EXTENT WITH THE LATEST OSHA SUCH TIME TAUT DESIGN PROFESSIONAL INC.PROVIDES A WRITTEN RESPONSE TO BUILDING AND ADJACENT APPURTENANCES FOR EXACT LOCATIONS AND DIMENSIONS TOPOGRAPHY --- STANDARDS AND REGULATIONS.AND/OR ANY OTHER AGENCY WITH JURISDICTION FOR SAME.ALL DEMOLITION WORK MUST BE PERFORMED IN ACCORDANCE WITH THESE SUCH ENTRY/EXIT LOCATIONS,ELEVATIONS,BUILDING DIMENSIONS,AND EXACT UTILITY PLANS,THE PROJECT SPECIFICATIONS AND ALL APPLICATION LOCAL,STATE AND CONTOUR 015 EXCAVATION AND TRENCHING PROCEDURES.THE CONTRACTOR T RESPONSIBLE FOR LOCATIONS. SPOT ELEVATION X6I.R> G FEDERAL.REGUATIONS. PERFORMANCE THE MEANS AND ME MODS"W REWIRED O MEET THE INTENT AND 7. PRIOR LT THE PANS AND ANY WORK SONSITE.INCLUDING THE CITE N.TOR SHALL REVIEW ALL XG/.55 PERFORMANCE CRITERIA O OSHA.AS WELL AS ANY OTHER EIJITIY THAT HAS 2. CONTRACTOR SHALL PERFORM ALL WORK IN A SYSTEMATIC AND SAFE OWNER AND CONSULTANTS PLANS AND SPECIFICATIONS INCLUDING THE ENTIRE SITE PUN AND TOP OCURB/BOTTOM CURB TG/BC IN ACCORDANCE WITH THE REWIREMENTS OF THE OCCUPATIONAL SAFETY AND JURISDICTION RA FOR EXCAVATION AND TRENCHING PROCEDURES AND CONSULTANT THE LATEST TE AARCHITARCHITEARCHITECTURALNK PIS(INCLUDING,BUT NO LINKED T0,STRUCTURAL, SHALL HAVEE NO RESPONSIBILITY FOR OR AS RELATED TO EXCAVATION AND HEALTH ACT O 1870,(29 U.S.C.651 ET SEQ.),AMENDMENTS TO0 AND/ON WETLANDSMECHA9 RICAL•CAL,ELECT PLUMBING AND FIRE SUPPRESSION PLAN,WHERE TRENCHING PROCEDURES. REVISIONS TO SAVE. APPLICABLE).CONTACTOR MIST IMMEDIATELY NOTIFY ARCHITECT AND SITE ENGINEER, 12. PAVEMENT MUST BE SAW CUT INTO STRAIGHT LINES,AND EXCEPT FOR EDGE OF 3. PRIOR TO STARTING ANY SITE ACTIVITY DR DEMOLRIW,THE CONTRACTOR SHALL OPERANDS LINE U BUTT JOINTS.MUST EXTEND TO THE FULL DEPTH OF THE EXISTING PAVEMENT.ALL OBTANING ALL REWIRED PERMITS(LOCH.STATE AND/OR FEDERAL)AND MAINTAIN IN WRITING.OF ANY BURNED DISCREPANCIES OR AND ALL U WHICH EXIST. DEBRIS FROM REMOVAL OPERATIONS MUST BE REMOVED FROM THE SITE AT THE SAME ON SIZE FOR RENEW BY THE ENGINEER AND OTHER REGULATORY ADENOES B. DEBITS MUST NOT IS BURNED AS BURIED ON SITE AND ALL UNSUITABLE EXCAVATED RAMP R TIME O EXCAVATION.STOCKPILING OF DEBRIS WILL NOT BE PERMITTED, THROUGHOUT THE DURATION O THE PROJECT. MATERIAL AND DEBITS(STUD WASTE)MUST BE DISPOSED OF IN ACCORDANCE WITH r 13. THE TOPS OF EXISTING MANHOLES.INLET STRUCTURES,AND SANITARY CLEANOUT 4. PRIOR TO STARTING ANY SITE ACTIVITY OR DEMOLITION,THE CONTRACTOR SHALL TXE PROJECB SPECIFICATIONS AND PINS,AND ALL LOCAL.STYE,AND FEDERAL LANDSCAPE AREA LSA W TOPS MUST BE ADJUSTED AS NECRSARY,TO PATCH PROPOSED GRADES. NOTIFY.AT A MINIMUM.THE BUILDING OFFICIAL.MUNICIPAL ENGINEER,DEPARTMENT RULES AND REGULATIONS. 14. THE CONTRACTOR S FULLY RESPONSIBLE FOR VERIFICATION OF EXISTING OF PUBLIC WORKS.PLANNING AND ZONING COMMISSION.THE DESIGN ENGINEER,AND 8. THE CONTRACTOR IS RESPONSIBLE FOR ALL EXCAVATIONS AND THE DESIGN AND TOPOGRAPHIC INFORMATION AND UTILITY INVERT ELEVATIONS PRIOR TO COMMENCING LOCAL INLAND WETLAND COMMISSION,72 HOURS PRIOR TO THE START OF WORK ACCORDANCEINSTALLATION OF ANY SHORING THAT MAY BE REQUIRED,ALL R CT WHICH SHALL BE ANY CONSTRUCTION.CONTRACTOR MUST CONFIRM AND ENSURE 0.75X MINIMUM 5. PRIOR TO STARTING ANY SITE ACTIVITY OR DEMOLITION,THE CONTRACTOR SHALL RESPONSIBLE WRAP CURRENT OSHA STANDARDS. THE CONTRACTOR TO IS ALSO SLOPE AGAINST ALL ISLANDS.GUTTERS,AND CURBS,1.0%ON ALL CONCRETE IMPLEMENT THE SOIL EROSION AND SEDIMENT CONTROL MEASURES AS NOTED ON RESPONSIBLE FOR IMPLEMENTING AN NEARADDRBY AN PRECAUTIONS TO PROTECT AND N ✓�1 SURFACES;AND 1.5%MINIMUM ON ASPHALT(EXCEPT WHERE ADA REQUIREMENTS OR THE PLANS AND PRIOR TO ANY SITE DISTURBANCE. ASSURE THE STABILITY OF ADJACENT.NEARBY AND CONTIGUOUS STRUCTURES AND W 1 EXISTING TOPOGRAPHY UNIT GRADES).TO PREVENT PONDING.CONTRACTOR MUST 6. PRIOR TO STARTING ANY SITE ACIIVRY OR DEMOLITION.THE CONTRACTOR SHALL THE CONTRACTOR 0 IMMEDIATELY IDENTIFY.IN WRITING TO THE ENGINEER.ANY DISCREPANCIES THAT MAY 'CALL BEFORE YOU DIG'AND/OR THE APPLICABLE STATE DAMAGE CONTROL SYSTEM (SI10.THE CONTRACTOR SHALL PROTECT AND ASSURE.AND IY RA STRUCTURES OR COULD AFFECT THE PUBUC SAFETY.HEALTH OR GENERAL WELFARE.OR PROJECT FOR THE REQUIRED UTILITY MARK OUTS IN ADVANCE OF ANY EARTH DISTURBANCE 70 THE AND PAVEMENT,UTILITIES.BUILDINGS.AND INFRASTRUCTURE)ADJACENT COST.IF CONTRACTOR PROCEEDS WITH CONSTRUCTION WTIHDUT PROVIDING PROPER IN ADDITION TO THIS,714E CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL ME THE WORK AREA THAT ME E STRUCTREMAIN,URAL AND IMPLEMENT ANY .CONTRACT Z NOTIFICATION•MUST BE AT THE CONTRACTOR'S OWN RISK. EXISTING ONSITE LTDLTRES INCLUDING BUT NO UNTIED TO GAS,WATER,ELECTRIC. MEASURES REWIRED TO ENSURE STRUCTURAL.WORKERS. PEDESTRIANS. ST SATE.CONTRACTOR SANITARY AND STORM SEWER.TELEPHONE.CABLE.FIBER OPTIC CABLE,ETC.WITHIN SNAIL ASSURE A SAFE WORK AREA FOR WORKERS.PEDESTRWBS,ANY THIRD PARTY 15. PROPOSED TOP OF CURB ELEVATIONS ARE GENERALLY S ABOVE EXISTING MINIMUM AND ABUTTING PROPERTIES. ASPHALT GRADE UNLESS OTHERWISE NOTED.FRLD ADJUST TO CREATE A MINIMUM AND ADJACENT TO THE LIMITS OF THE PROJECT ACTIVITIES. f11gTT 7. PRIOR TO CONSTRUCTION.THE CONTRACTOR SHALL SECURE THE SITE AS NECESSARY 11. THE CONTRACTORS RESPONSIBLE FOR AL CSE OF AND METHODS'NECESSARY TO OF.O7SX AT ER GRADE ALONG CURB FACE.A S CONTRACTOR'S SHEOBLIETS P ION TO TO PERFORM THE DEMOLITION IN A MANNER AS TO PREVENT THE ENTRY OF PREVENT MOVEMENT,INGSET BU NONT. U COLLAPSE OF EXISTING OR.PAVE PROPOSED �_NI ENSURE THAT DESIGN ENGINEER APPROVES FINAL CURING CUT SHEETS PRIOR TO STRUCTURES(.INCLUDING BUT NOT UNITED TO DRAINAGE.UTILITIES.PAVEMENT, INSTALLATION OF SAME. STRIPING.CURB.ETC) AND ANY OTHER IMPROVEMENTS THAT ME TO REMAIN AND SHEET 2 OF 71 P!G\pbs\2282\�-9,Pknb.E LAY�03 C-DMl PbR.d 3/420P MV AM Last Serod 3/9/2017 WD AM LW Sma Br&rwd ft _ M �.�� £%N d XN�M ✓M f d 1 _ a tXN 1/ M')A13L Ol✓b)y oW omA __���� — — ._ —_. —— WSW 1 mg� Z1N�M '0Ot II I rV a i1N /M I II \ I .18 I I I I I III I I I II I I Aog� I I I A�: II HI� I I egg$ I I I I �oI >^� it � ro •-g� I Ill €g_g oQ I 6A.FR ; �Q _ cc ���/ gg _ I9s I 55 m II; om I I lY 3n1aa T3Avas x3 I A /II S2 Rg Wl\ _ oa al /I • I — — — — � S�cs / I I // 3jL�j'M �iF���� - - - - — �p / �yAM gym � o g� Mug Noq AlM JN 1/M X\ E 22 2 CBS Am pj�jj� m5s Wqo /M U $ 83 d U off$ A tSN /M /M gp B F NBtl DNy1dn' iA Z9N✓M y3j B N d/M 91W W= i 04j e/My3yv M3 \ €~ o �M 9 yU A z� M d/M yoN yaN�M g� Qi g N�M !N j/M £'JN y N d/M BAN�M road yoN 3/Al ,! !N Z3d y0N £31 y0 Copyrght Cl 2017 Derr Profeswnds,F+c-Al R8hts Reserved 0tLM DATE REVISIONS er Ala T�VTIDN 22u '• ' 0P.QQBO%�1*7 DEMOLITION PLAN FACIJTY EXPANSION wywn A.M.KING CONSTRUCTION CO.LLC � ���� �UfH ViT6( Cf 7-F B5D-27 8T3-T e y� 1610 CAST MOREHEAD,SUITE 200 � ,.,.i" esign e6YY29F$757-F eu v M5 RYE STREEP � CHARLOTTE.NC 28207 w" "^^" WWWASArpr� T 3 °es 70¢365-3160 rofessionals O 20' RO' SOUTH fl P VT R, ens a T.Arrm.now....i►LANR.SO/WAY ONR i { q SI8 ANALYST$/LANDSCAPE ARCHITECTS q�w rP-.I-RS TO THE FOLLOWING: I I s NTRLED'PROPERTY&TOPOGRAPHIC SURVEY,AUDI DISTRIBUTION FACILMY,295 B.,WINDSOR.CY PREPARED BY DESIGN PROFESSIONALS,INC.,DATED a� 'CALL BEFORE YOU DIG'-CON ACTOR SHALL NOTIFY UTILITYCOMPANIES OF PENDING EXCAVATION 3 _ AT OR NEAR PUBLIC UTUTIE5S,CALL 811 AT LEAST 72 HOURS PRIOR TO MONNING EXCAVATION. +u i. 7H15 PLAN SHALL NOT BE USED FOR SRE LAYOUT 9.4 ZONING TABLE 3< ZONE:INDUSTRIAL = a= \\ L. i F �{ REQUIRED/ALLOWED OWFD J D L. O AREA 3D,00D Sr 106.09 AC NO CHARGE ® C rS FRONTAGE 100' 1,880' NO CHANGE \` DEPTH 150, 33,50D' NO CHANGE FRONT YARD 35' 460.66' NO CHANGE �\\\\ SIDE YARD 10' 71.25' NO CHANGE \ REAR YARD 25' 576.44' 367.12' fj{A �T2di jB \ BUILDING HEIGHT 40'/2 STORIES <40' <40' 1 gT§ yy8y€ F d4 4Q IMPERVIOUS COVERAGE 65x 23x 29x Is €.5 dQf9pEi \\ 349O,7o0 SF t66 SF d 14X B LOT COVERAGE sox 11x lax lir \ \\ PARKING 574 237 NO CHANGE j€ �egy4 y pppp }d}jTj d `\ PARKWG NOTEc; €dE$i i$lF�ll2 �\ REQUIREMENTS WAREHOUSE:1 4.5 SP SPA50 SF+1 SPACE/EMPLOYEE \\ OFFICES t50K SF:4.5 SPACES/i,00D SF GFA Q `\ RECEIVE (P I OM PARKIN. T IXPMLLON \\ RECEIVED WAVER MARCH 29,2OD]TO ALLOW 151 PARKING SPACES r \\ m OFFICE:1 OFFICE: SF X 4.5SF X 4 51 \ ® ® DISPATCH OFFICE: 95 S SF X 1.250-0 12 g WAREHOUSE:488,585 SF%1/1,250 375 u a \ TOTAL REOUIRW:51 +12+375 a 430 IXI5NNG _ \ TOTAL EXISTING AFTER 2016 PARKING LOT EXPANSION:241STORMWA O r ` \ BASIN PROPOSED <s OFFICE:NO CHANGE:11.440 SF X 4.5/1,000-51 w WTANTCOHI SO:F FICE:7170 GES:F 2+8 5IX0 S NX 44.658,51,9050 0S F 12B S8.595 SF X 1/1,250-51 f \\ TOTAL REQUIRED:51+12+511 574 ° - \ TOTAL PROPOSED:NO CHANGE:241 /\ PHASE TWO r l \ IppxF i� eeqq` o. *PROPOSED \\ EXPANSION APPROXIMATE LUHT OF WORK \ \ PE ON \ \\ V f70A00 S \ ® W / l IX BU+5N 3500. SF SF ° / mmm N O > m W IDS m ® m / m mm m m m m a m� m m , Q mmmm � mm ° m ®j �-- O ° C-SP1 THI.PLAN REFERS TO THE FOLLOWING:I . PLAN ENTITLED'PROPERTY&TOPOGRAPHIC SURVEY,ALDI ESTPoBMION FACILITY,295 RYE }$ Ip STREET.SOUTH NINDSOR,CT'PREPARED BY DESIGN PROFESSIONALS,INC.,DATED 3/8/2017 @ Ip I fy EXISTING STORMWATER BASIN 9 IWt Tg4 'CALL BEFORE YW DIG-CONTRACTOR SHALL NOTIFY UTILITY COMPANIES OF PENDING EXCAVATION a it AT OR TJEAR PUBLIC 5%I TIES.CALL Bill AT LEAST 72 HOURS PRIOR TO BEGINNING IXCAVA710N. r SITE LAYOUT PLAN NOTES: y w f 1. THIS PLAN SHAH BE USED FOR SITE LAYOUT ONLY M E 2. REFER TO NOTES SHEET FOR SITE LAYOUT NOTES y Y � f ZONING TABLE a or- ' ZONE:INDUSTRIAL m M� I � .z IIEE1 RFnln9rnF AIlnwin EXISTING p9OPOern GQ90 OL AREA 30.000 SF 106.09 AC NO CHANGE i FRONTAGE 1DO' 1,860' NO CHANGE O ue ' I ro 6F DEPTH 150' 33.500' NO CHANGE A. �9 APPROXIMATE U=R=WOR=� o FROM YARD 35' 71.25'' NO CHANGE s y SIDE YARD 10' 71.25' NO CHANGE d 6 ,lSls REAR YARD 25' 576.44' 367.12' 1 g) dAi / BUILDING HEIGHT 40'/2 STORIES <40' <40' E� Tg 5 g��98E4 I \ / \` — 1 IMPERVIOUS COVERAGE 65% 23X 29X d ;ygna T gd / DISTURBED AND SEE(TYP) ` LOT COVERAGE 5OS t490,70D SF 3660.4x SF PARKING 574 237 NO CHANGE / PROPOSED RELOCATED PORTION OF , � 30'EASEAIUT A FAVOR OF THE PARKING NOTES- REFER I ---— O UT WATER COMPANY. —_ REPAIR/RECONSTRUCTu TO UTILITY PLAN. \RAVEL DRNE AS NEEDED I REQUIREMENTS WAREHOUSE:1 SPACE/1.250 SF+1 SPACE/EMPLOYEE g OFFICES<50K SF:4.5 SPACES//,ODO SF GFA u F RECEIVE (PER R MARCH (ING LOT EXPANSION PLAN_S1 O I / v a e - °d ° ° - a RECEIVED WAVER MARCH 29,20D7 TO ALLOW 751 PARKING SPACES 4 S o PROPOSED HYDRANT 50'R - d ` DISPATCH OFFICE:OFFICE-11,440 F2,6505Si X04.5/150D0=12 I WITHUTI BOL ITY ADS.SEE ° d Q e a n WAREHOUSE:468.595 SF X 7/1,250-375 ®�Z �FzP 1� ° 50'R d ed \ TOTAL REWIRED:51+12+375=438 u12, / a 10'R 4- o, a PROPOSED HYDRANT \ \ TOTAL EXISTING AFTER 2016 PARKING LOT EXPANSION:241 z n _ -WITH BOLLARDS.SEE- ' PROPOSED DOOR.LANDING. PROPOSED BOLlARD51 �- - ° UTILITY PLAN.(TYP) Q Yp �LOAIA AND SEED 197A2' (SEE DETAIL) OFFICE:NO CHANGE:11,440 SF X 4.5/1,DDO=51 E� °30' STAIRS.AND RAILING TO - - -d < ' a DSTURBED AREAS MP) e `\ DSPATCH OFFICE:NO CHANGE:2,650 SF X 4.5/1,000=12 87.31' BE COORDINATED WITH p d WAREHOUSE:ADD±170.000 SF+EXISTING 468,595 SF-638.595 SF X 1/1.250=511 I - ARCHRECT(TYP) g A - ... 1 O'R c 10'R - -d' 4 \ ` TOTAL PEROPOSED:5NO CHANGE:5241=574 E ; b 8 - Q pg6 p a 75'. Qa- - e ° e a c PROPOSEDESS 75' 1&5.58' - - - -d ° DRIVE a do :M ASPHALT ACCESS £ £N ° ° Q ° c e�PROPOSED HEAWa - \ Tt f PROPOSED PRECAST 14 - (fM)(SEE DETAIL) PROPOSED LOADING DOORS TO - `PROPOSED PHASE ONE -PROPOSED PAINTED STRIPING Q - ti• \ ` �'F CONCRETE CURB _ a - a- d. ° 13 BE CDORDINMED WITH ARCHITECT. —_ d70.000 SF BUILDING ADgfN)N �E (TYP)(SEE DETAIL) - - FF�BB.OD(MATCH EXISTING) ' n Ae PORTION OF EXISTING WAM 70 DEMOLITION TON A UTILITY REFER - Ei n a 70 0E110IIT1011 AND ITHLItt PINS. � 15 � :d PROPOSED PANTED LANE C") °. Q °.. -- 50'R 4 Y 50R ` LL I LIMIT OF PROPOSED I PRECAST CONCRETE OURB I UNIT OF PROPOSED PROPOSED I DOOR.LANDING.BE 3632 PROPOSED LOADING DOORS TO RAMP AND RAILINGS TO HEAVY DUTY CONCRETE BE COORDINATED WITH ARCHITECT. I -----�_ I I PROPOSED PAINTED STRIPING COORDINATED WITH ARCHITECT. PROPOSED ASPHALT ACCESS ♦I®-- I I I APPROXIMATE UNIT OF DRIVE(MEET/MATCH EXISTING) I I I __— EASEMENT/N FAFQ7 ¢ I --_-----\-E%STING PAVEMENT AND THE AIL'CONNEC I I I LOAM AND SEED STRIPING TO REMAIN WAA'R CCIIF` DISNRBED AREAS(TYP) --- NIX.1919 PG-1 EXISnNG BUILDING I I O c N � I II I w 1 I 0 \—PR SED PHASE :1000 0ID sF eTCHc W )E%STING BULDING FF=8.A0(MATCH EXISTING) TO REMAN Y I I I a T T p � f "� I � 1HE]HE CONNECT/CUT v � O g TER COMPANY I I a f I I t�OL. 1940 P. � N T 10'ELEc I I F{�V � CO✓ER • _ FF.86.00 I ,( -------- ✓ERNANC ' I I �O.o• I I I TRANSFORMER • , O I 10 I 4 ' O I FF81.92 A SHM I 20.0' FF86.01 �I �. I C-SP2 l,TEf 6 OF D THIS PLAN REFERS TO THE FOLLOWING: 'PROPERTY&I 1. PLAN ENTITLED TOPOGRAPHIC SURWY.ALDI DISTRIBUTION FACILITY.295 RYE a0 .] I I /' STREET,SOUTH WINDSOR•CY PREPARED BY DESIGN PROFESSIONALS,INC..DATED 3/8/201II�9l-i T:PerANG r.�n P AN NO S. t I I\ 76.5 m\ \ \ `---/•{--\�--- -__ ? \ 1 \ \ I 1. 'CALL BEFORE•YOU DIG'-CONTRACTOR SHALL NOTIFY UTILITY COMPANIES OF PENDING R e x EXCAVATION BY CALLING 811 AT LEAST 3 WORKING DAYS PRIOR TO BEGINNING EXCAVATION. ' u 2. THIS PLAN SHALL BE USED FOR GRAN &DRAINAGE PURPOSES ONLY Y ui REFER TO NOTES SHEET FOR GRADING&DRAINAGE NOTES XBP., 1 I /! __ \\\ \ \\ d C a / w:;�;72 A ( 1 I wvna+�e�NOT ase,ei JJ x79e eD V / 1 / l� I I 1` \ \\ )" ///{ ! I NOT yselrN � 1( `'�"�`7 \, \/ \ 5 I \, / I „1/I I I \ #cX I � ` \ 1 ' V I I I l / / ) / I / / I I III ///u✓ /, /// PROPOSED 1-IN=72.25 ----- APPROXIMATE LIMIT f=woR= ------- - -- - =7 -- ---_ _- ►_ _ m 1 L--\ \ I � � \ / 1 I / / I I i l I I l/�/�/ l i I I f� / �' � {a d51 x]]A PROPOSED INV IN-74.40 g \ \ I I I o� \ ) � \ // // ll/�rl�I I�� I I I I i I I 1 I I I / ,p� �• E[g F d f E TYPE It / O' AN PROPOSED DODBL i / ' / of TYPE C CATCH BASIN / O \\ 80 ` tlP9 TC=77.50 /� / 0 X GRATE=77.OD / // N / 81 \` r \ \I l I r' I1 )I INV IN=73.OD / / td, / \\a 30 LF OF 24'HDPE O 0.5X // )I / / / I I l\ $L INV OUT=73.Do /'/ / X81.6 TYPE PROPOS TYPE ED DOUBLE PROPOSED DOUBLE l / ////"°'Y•P "\ CATCHIL BASIN C TYPE 11 TYPE C g1\\ TC=79.79 CATCH BASIN GRATE=78.40 80 TC-79.90 INV OUT=75.35 GRATE-79.40 / / 78 /� w rW 62 \\ :NV OUR-7S5 ` J\11\ \ 1 \ \ \\ I F51�• / 79INV OUT-75.51) { I / Tc=79so / 79 s0 w \ \�\\ 1 � IVI111 I / DO=79.o0 �� ,/ i - w w w / �vv VA IAAA 1 / / II I ' 78 _\ --- - 78 I HP `BC=80.50 // \\\\\\\ \\\\ \\,\\ TC=7.77.80HP =730 =81.90 BC81.40 '/ ,- 1 I� /Y� / X�8.0 O / \.I BC=79.80 \ {\ \\\\111 \\\I11111\11\\ \\�\\\\\\�\\$ �u�L•n TC=79.60 BO ) \\\ C80 BI] BC-79.10 p / FFa86.00 /t TC=82.33 TC=78.50 / TC=79.30 �J BC=81.83 /' 81.00 \ I FLUSH ` \ /\I, / BC-78.8 81 / / I 80.30 Tc=7s.80 Bc 7e. ABDOE S , X62.7X825 \ I ofi'ctFF=86.OD / I / / 1iA FF=86.00 \1 \\ // , / \\\ \ \\ £ f L k r-) X7 srAHRs WITH RAILING EXISTING DOUBLE CATCH BASIN TO REMAIN. TO BE w`� EXISTING DOUBLE TYPE C-L TOP TO BE FF=86.OD WITH H ARCHITECT CrYP) J FLUSH REPLACED WITH DOUBLE TYPE II TYPE C 77 \ /78 79 80 // EXISTING CATCH BASIN TO BE I\\ 80.80 TOP.EXISTING TOP OF FRAME ELEVATION \\// - /�/ CONVERTED TO MANHOLE TO BE MAINTAINED(76,16). / RIM=81.30 PROPOSED 8'PVC ROOF LEADER. \ INV IN=363.40(ME) 1 I 81 LOCATION&WIAMTRIM MID DEPTH 70 // `PROPOSED PHASE ONE EXISTING INV OUT-. X79.6 BE ODORDIMAYED WITH ARCHITECT(TV).. / 370,000 SF BUIIDNG I I / xels / ADDITION / el INAGE 1 FF-86.00 PROPOSED 4.4 0INNER DIAMETERX832 OR MANHOLE BC=79.00 - / - - X82.3 RIM -82.5 INVI81.93 Igo LFO42'H O OSX N-64.40 F- 0 PORTION OF EXISTING WATER EASEMENT TO STAIRS WITH RAILING 76 (TYP) eRELOCATED.REFER T-DEMOLnION PLAN. TO BE coowNATED 82 - 0REVEAAT LOADING DOCKS \\\ \ \\\\\\\\\\\\\\\\\ \ \\ IA \ / \ PROPOSED DRAINAGE „7 - .-. - ---- _-.- _ ._ - ._ WITH ARCIBLEcT Ow) 79 'Y L J MANHOLE - -\- -\ I XBI 2 // - PROPOSED DRAINAGE MANHOLE I X79. \ 81.83 it TC=82.33 RM=82.75 RN=77.35 \ / 81.63 / BC=81.83 INV N=78.75 I \ - 83 INV OUT-78.75 / Ip} • I 80.62(ME) 81.83 J--------___-- FF=86.00 1 TC=79.20(ME) I 9 - \ LL BC=78.70(ME) � / �=g6 00 �--� X64.a ��\ FF-86.00 - 38 LF OF 42'HOPE O 0.5% -. i_\63.9 \ 50'REVEAL AT 1\ FF=86.DO FF=86.00 EXISTING III WITH NEWCATCH ROUND�CATCH BASIN STRUCTURE \ EXISTING CATCH BASIN TO /,5 ' 79.82(ME)180.95(ME) <85.95 \ N TO BE REPLACED \ LOADING OOCCS Mv) / I I I (6'INNER DIAM_R)WITH TYPE C-L TOP /1 BE CONVERTED TO MANNLE I , J6J2 64.5 \ \ / I $ III GRATE=82.93(ME) ( / RIM:79.90 I 79.45(ME) i .1.2O(ME) / T BE STARS WITHCOO RMUNG \ \ XB I IW OUT-64.61 E) NATED \-----J/ /// - 6 I 4 X84.7 It /, EX MG CATCH I II.�Cr3I OF \BASN TO=ENN EASEMENT/N FAVOR GRATE 76.12 n¢TIE covREcncUr WATER CW"Y VOL 1940 PC 160WITH ARCHITECT(TYP) \IIIIII IIIII I / EX/STING BUICOING 1 X82.3 Xa3.z. I x W PROPOSED PHASE TWO-T I I I/ I /' / //' / � t100.000 SF 8NLADlM+� FF=86.008416 £a i II \\\I I I 1 to II 1 1 I I / 'om 1 I I�1111 1111 pF I i E%IBIIN GRADE MOUND FIRE HYDRANTtLN-FABOR THE CCNNECTICUT \ I 1 I AN THED BOLLARDS TO BE MAINTAINED U I I\ T R COMPANY II \ 1 I I r f 1 I \ o \ I I YOL. 1940 P i Iix w r� /' Imo ' .wvf 7'4u ro fl X84.9 r // I PROPOSED 8'PVC ROOF LEADER. V l \ ^ I I wv.(4.14e11(� , II 1 , v I I I LOCATIONS.OUANTMES,AND DEPTH TO 1 M Xa3.9� Xa(1/ O 84 I i BE COONCNATEO WITH CHRECT(T1P). j x ,o'ECEC. CO✓ER unNax F@86.G0 - X84.0 I / / ' , I I ♦. Iy wv(az7.66 o�() Z IMo. A VL"RHANC \ i wv(a17.44 ref p 1 I I T TRAySFORMER • p \ -I 13y m I I i FF=86.00 3Y 63.0/v' I I / I I o I • p ^^^llll FF.81.92 \ 'II:I 4 I I I• T PROPOSED RIM ol85Tr 81.00T 6 oP W J R. 4b Rnd, L.Y.A 07 C-Un NaroQ 3/W207 1037 PM LW Srved RrMIWV VD AM lmt Seed By.*vkbwft CXd JlM Xd/M r�5�oo A g °a t A _ - - - - - - - �mASA M x µd 11 M d �JlM s19 JlM J/M OZld •1 J ° o° Ip ° I ° ° \\ Illd 3/M t1N J/M p y\ o II I I\\ g #ON J/M p 0 I ° � f III I I i 0 I a "OE I $ II yam' ° n� III I � III ti L i I II I m� III I J .11 S4 ° ° I L, ° ° wr Fj.. ° ° 3n18p T3Adao'X3 33jtJ7d �Q' —�_ 1011 z c� a ----I 104 / gal �F 1/M \ o —_� d g��g0� d JlM / . . d 3/m Rig . 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'CALL BEFORE YOU DIG'-CONTRACTOR SHALL NOTIFY UDLTIY COMPANIES OF PENDING A ' EXCAVATION By CALU 811 AT LEAST 3 WORKING DAYS PRIOR TO BEGINNING EXCAVATION. i 2. THIS PLAN SHAL BE USED FOR EROSION&SEDIMENTATION CONTROL PURPOSES ONLY. Y �i / --- \ I-•/----'---- __ I 1 I 3. ALL ECTICUT CONTROL MEASURES SHALT.BE INSTAND SEDIMENTATION 81 ATI ONC N T WITH THE 2002 i11 l \ 1 \ I \ CONNEC O E GUIDELINES FOR SOIL EROSION AND SEDIMENTATION CONTROL PUNS. i / / \ 4. REFER TO EROSION&SEDIMENTATION CONTROL NOTES&DETAILS SHEET FOR EROSION l \ -\\ \ ` \\I/ \\ l 1 11 1 I I \\ SEgMENTAl10N CONTROL NOTES. �*11 i REFER TO TEMPORARY SEDIMENT TRAP(T51) DETAIL AND FIGURE TST-I.SEE SHEET C-ES2. IO i `v / / \`\ - \l \ I / ✓ \\\ TST SHOWN FOR ILLUSTRATIVE PURPOSES CMS ONLY. ACC VOLUMES,AND DEPTHS GW VARY RF ACCORDANCE WITH SAID DETAILS. Q CONTRACTOR SHALL PROVIDE W APPROPRIATE ® C'� i- Q4y TO ACCOMMODATE CURRENT SITE APPROXIMATE LOCATION OF ACTIVITIES AND PHASING.IN NO CASE SHALL t PF "V9,/ TEMPORARY STOCKPILE AREA if l \ \ y /-- (-'�' \ THE AREA DRAINING TO A TST EXCEED 5 SURROUNDED BY SILT FENCE. it ACRES.SHOULD AREAS BEING DIRECTED TO A F CONTRACTOR SHALL ADJUST AND I I / \ \ / /) \ \ I A I I / `'/�/ \\ \ \/// / I TST DIFFER FROM THAT NOTE°.CONTRACTOR d Q uo RELOCATE LOCATION SITE NECESSARY TSHALLST ENSURE THAT AT NOTED 134 CY PER I I I ACRE OF STORAGE VOLUME IS PROVIDED PER 70 ACCOMMODATE SITE ACTIVITIES 1 1 / \� ) 1/ / All I PROJECT PHASING.--- If \\ I I //I III 17ST DETAIL AND FIGURE TST-1. \\ / 1 s \\ / Ll f TEMPORARY TEMP OR STOCKPILE EE 81 yA63 �d�y fSip SURROUNDED SILT / gFENC g�YC 77go / / / / , / �— �� — — � V v vA ♦ � \ �/'/ I�J V111A V` `1 1�A A \A\V A A 1\1 1ti1 1 . ]9 1 80 u\\ $ 79 n 78 \_------ - 78 \\I\\\\\\\\\\\\\�1 / 0 _ / I A�AA11 VAA1 IIIV ` ��VA VA AA\v Ly � 80 II I /7a 79go \-PRDPOSED PHASE ONE II I \\ al / ADDITION A PRoaosE!coNSTRucruxl AccEss. _ ALL CONSTRUCTION VEHICLES/TRAFFIC / 1 _ ——— SHALL EXIT OVER THE CONSTRUCTNR! r- - -- -- -- EXIT TRACKING ____ y am= _- //.— - 1 82 78 / r7 0 — —— _ -- - -.- - ._ - --_- - —,--\ I //PROPOSED TEMPORARY7s INLET PROTECTION.REFER - � \� II / —I — — — — — — — TO DETAILS ON EROSION / &SEDIMENTATION NOTES / !;DETAILS SHEET.(TYP) ___I -- -- ` - \If III — — ) � I / I II y I i i as I II C S I I II \ \ / EASEMENT AV FAVORCTA OF \ I / -____J 'THE THE WA ER COWAN X 1.9 caC 160 IUL A940 ae Aso 1 EXISTING BUILDING 4 lS JA \ \ I I f If I PROPOSED PHASE TWO t1ADOfFONBUILDING � If v 11 -- -,1 \ . I THE THE covNEcy nccu OF If VUA I \ w I I\ R COMPANY II ) I r E I \ O II VOL. 1940 it If I T f � I I Yazd ICO✓ER. FF.*BB.00 YERNANG I / I FF81.92 II ]OG' FF.�BB.OI I\ � Ii SHEET I / �• I I• -- --- --- -T-�- - \\If C-ES1 / I I Itt�_ 1 X ,� I /II $NET 8 OF n CONSTRUCTION SEQUENCE(DETENTION BASIN),. $ v w 1.SET POSTS&EXCAVATE A 6%6" 2.STAPLE GEOTEXTILE TO POSTS. 24' OR DRIVE WIDTH 1. INSTALL CONSTRUCTION ENTRANCE AT DRIVEWAYS OR OTHER LOCATIONS AS SHOWN ON PLANS.MAINTAIN THE CONSTRUCTION TRENCH UPGRADIENT OF POSTS. WHICHEVER IS GREATER ENTRANCE IN A CONDITION WIICH WILL PREVENT TRACKING AND WASHING OF SEDIMENT ONTO ABUTTING PAVED SURFACES ADD to ('j py� III W -r STONE OR INCREASE THE LENGTH AS CONDITIONS DEMAND. 2. STAKE-WTI THE UM17S OF CLEARING AND GRUBBING INSTALL EROSION AND SEDIMENTATION CONTROL MEASURES AT UNITS OF ANGLE POSTS 6" THICK LAYER OF RIP RAP CLEARING AND GRUBBING CONTRACTOR TO CONDUCT ALL CONSTRUCTION ACTIVITIES WITIWN UNITS SHOWN ON PLAN. I '�• W o 5'UPGRADIENT CONSISTING OF SOUND, TOUGH, ,6 .' b',5+• 6 3. CONSTRUCT TEMPORARY SETTING BASINS,SEGMENT TRAPS AND OTHER BEST MANAGEMENT PRACTICES AS SHOWN ON THE DST GEOTEXTILE ta'14 DURABLE AND ANGULAR ROCK, PIaNs, iX PLACED OVER GEOTEXTILE. 4. REMOVE TOPSOIL FROM AREAS OF DISTURBANCE AND STOCKPILE.POSSIBLE STOCKPILE LOCATIONS ARE SHOWN ON 111E SUE >u 95 r12" O O O O O O MAXIMUM RIPRAP SIZE TO BE 4 s-r x r x r LIIo aF,W6 PLANS HOWEVER,LOCATIONS SHALL BE DETERMINED BY CONTRACTOR WIW APPROVAL BY THE ENGINEER&LOCAL AUTHORITY O O O INCHES AND NOT MORE THAT Iw olla FJIe1 aN[ HAVING JURISDICTION.RING SOIL STDCKPIES WITH A ROW OF SILT FENCE ESTABLISH VEGETATION W ALL DISTURBED SOIL 1A ii O O O 109�LESS THAN 2 INCHES. THAT WILL REMAIN EXPOSED FOR LONGER THAN 30 DAYS REFER TO LANDSCAPE PLANS FOR TEMPORARY SEEDING rS O O O O O O M41m m MBr�MEn REQUIREMENTS. R = _ 0 Q 0 5. CREATE TEMPORARY DIVERSION SWALES AS REWIRED. C i� O O O O O O 6. ANY DEWATERING ACWTIES SHALL B AR E PUMPED TO TEMPORARY SILTATION BASINS AT THE TOP OF THE SLOPE.PUMPED c' .to O NOTES: M i p O O DISCHARGE MUST UTUZE SILT-SAC OR APPROVED EQUAL.MONITOR TO ENSURE DISCHARGE FROM BASIN IS NOT CAUSING ® = t i ID O O O 1. INSPECT CONSTRUCTION EXIT EROSION DOWNSTREAM. 0 M EI"� 3. EXTEND GEOTEXTILE INTO TRENCH. 4.BACKFILL TRENCH AND O O O WEEKLY AND AFTER EVERY uaoWA AHO KxrAGR COMPACT EXCAVATED SOIL. O O O °(A Mt oGM>s Id.a 7. INSTALL STORM DRAINAGE SYSTEM.PROTECT CATCHBASINS AND CULVERT INLETS/OUTLETS WITH HAYBALES AND FILTER FABRIC � r O O O MAJOR STORM EVENT aloes aK WE IelE1 AS SHOWN IN THE DETAILS.1 41 0dr O O O 2. WASH WATER, IF USED lOR Kr TIE INMEtt O O O O O O S INSTALL PAVEMENT.SIDEWALKS,CURBING,TOPSOIL,GRASS SEED.AND MULCH.. V e SHALL BE DIRECTED O O O TOWARDS A SEDIMENT SIZED 9. MINOR ADJUSTMENTS TO THE EXCAVATION LIMITS MAY BE WARRANTED WITH APPROVAL OF LOCAL AUTHORITY HAVING O O O O O O FOR SITE CONDITIONS. IJRISD(C7ICN TO ALLOW FOR PRESERVATION OF EXISTING VEGETATION. GEOTEXTILE COMPACTED BACKFILL O O O O 3. STONE SHALL BE o mnI DAD; 10.ALL EROSION CONTROL DEVICES SHALL REMAIN FUNCTIONAL AND IN PLACE THROUGHOUT THE CONSTRUCTION EFFORT UNTIL REMOVED/REPLACED WHEN WE STE IS FULLY STABILIZED WITH VEGETATION. {A t�ilg EXCESS LEVELS OF MUD ARE Y" I NF1 III' STREET OBSERVED. Is b°y A THE DETENTION BASIN MAINTENANCE SHALL BE REQUIRED TO ENSURE VICE SCHEDULE OPERATION EN THE STORM DRAINAGE SYSTEM 3 `Y4 DETENTION BASH AND/OR ORIENTS IS R BASINS THE WING LARGE SCHEDULE IS INTENDED TO BE A WIDE.AN INSPECTED O ;E9 d All STORM DRAINAGE COMPONENTS 5 REQUIRED FOLLOWING LOGE STORM EVENTS(0.5 INCHES OR GREATER)THAT COULD CAUSE df d8 y°� CONSTRUCTION EXIT MIIAEAMIi RNMIl.KYJVRM�AO VIEI THE DEPOSITION OF EXCESS DEBRIS. jE , pg(I AM�IFn PIPE OUTLET LOCATIONS:PIPE OUTLETS SHALL BE INSPECTED ANNUALLY AND CLEANED OF SILT AND/OR DEBRIS.RIPRAP SHALL ! � d88�$ SILT FENCE N.T.S. i LIAR mM MIR WHAT 1.E a NEIE BE RE-SHAPED AND REPLENISHED AS REQUIRED. 5 ■E M IAIALL6 To WE mF�MD aoAa e N.T.S. CATCHBASNS:SHALL BE INSPECTED ANNUALLY AND SUMPS CLEARED MIEN DEPTH OF MATERIAL REACHES TWELVE INCHES. PAVEMENT SWEEPING PAVEMENT AREAS SHALL BE SWEPT AT LEAST TINGE PER YEAR.ONCE IN THE SPRING SHORTLY AFTER THE STRAW BALES FOR EROSION CONTROL END OF THE SNOW SEASON,AND IN THE FALL AFTER THE LEAVES HAVE FALLEN.DURING CONSTRUCTION KEEP PAVEMENT FREE OF EARTH OR SEDIMENTS TO REDUCE WE TRANSFER O SEGMENTS OFFSITE. Q STONE ANCHOR N.T.S. INFILTRATION BASINS/LOW POINTS ON SITE: SHALL BE INSPECTED BIANNUALLY.ALL LARGE WOODY NON LANDSCAPE GROWTH THAT �X, PILE MAY AFFECT THE FLOW O WATER OR THE STABILITY OF THE BASIN SHALL BE REMOVED.RIPRAP SHALL BE RE-ARRANGED AND u CB GRATE REPAREDPROMPTLY RE AS REQUIRED ANY EROSION OR OTHER PROBLEMS THAT MAY AFFECT THE PROPER OPERATION OF THE BASIN SHALL BE FILTER FABRIC - 8 d NOTES: WATER QUAJTY UNIT:UNIT SHALL BE INSPECTED POST-CONSTWCTON,PRIOR TO BUNG PUT INTO SERVICE.INSPECT EVERY SIX Z F . MONTHS FOR THE FIRST YEAR OF OPERATION TO DETERMINE THE OIL AND SEGMENT ACCUMULATION RATE.IN SUBSEQUENT YEARS. g ' T INSPECTIONS CAN BE BASED M FIRST-YEAR OBSERVATIONS OR LOCAL REOL EVENTS.CLEAING IS RECOMMENDED ONCE THE 1)CONTRACTOR SHALL LIMIT CONTRIBUTING AREA SEGMENT DEPTH REACHES 15%OF STORAGE CAPACITY,(GENERALLY TAKING ONE YEAR OR LONGER).REFER TO MANUFACTURING 0 d TO DIVERSION SWALES TO 1 ACRE OR LESS, COMPACTED MATERIAL MAINTENANCE REQUIREMENTS. J AND SHALL BE INSTALLED AT GRADES OF 2% If G a FILTERSUBGRADE OR LESS. EROSION&c_EOYENTAT(N CONTR(W YAINTFNANCE ANO INSPECTION PROGFiNI(IMF K Y DISTIL I TION PORTS) u w FABRIC I W PER RECOMMENDATIONSATSHALL A MADE IN THE 2002 EP R ON THE ONDITIION FOR ER EROSION ANDMEASURES SEDIMENTATION MAKE T PLAN,THE f Sl1BGRADE -I 2' 12" STORM GRATE CONTRACTOR SHALL MAINTAIN WEEKLY REPORTS ON THE CONDITION RI ALL EROSION CONTROL N WE E E AND YAKS TEAR AVAILABLE UPON REQUEST OF OYMER,LOCAL AUTHORITY HAVING JURISIOCTION,GR ENGINEER.IN THE EVENT OF A MAJORAMSTORM.(05 INCHES OR CRATER)REPORTS SHALL BE PREPARED WITHIN 24 HOURS O SAID EVENT.CBTOP EXISTING EI..&SEDMENTATIEXISTING GRADE TB GRADE11.PRIOR TO THE START O CONSTRUCTION.ALL EROSION CONTROL DEVICES SHALL BE INSTALLED IN CONFORMANCEWI1H THESE (MIN.) PLANSNOTE: IIIII- II I- 12.CONTRACTOR IS RESPONSIBLE FOR IMPLEMENTATION OF ALL SEDIMENTATION AND EROSION CONTROL MEASURES SHOGUN ON REMOVE CB GRATE.PLACE FILTER FABRIC. - II I _III_I I-III-� -� - �- R WITH TWO 2'x2'zS'REPLACE GRATE TAKING CARE NOT TO \ IN EACH BALE PLAN MUST BE APPROVED BY THE ENGINEER AND/OR THE LOCAL AUTHORITY HAVINGDAMAGE FILTER FABRIC.ANCHOR _I II I I-II I-I I I-I I I-I I I-I I I-I I I- I I 13.CdN51RUCTON ENTRANCE SHALL BE INSPECTED REGULARLY TO ENSURE PROPER OPERATION.STONE SHALL BE ADDED OR WITH STONE OR EARTH PILE. I I-III-III-1 I I-III-III-III-' REPLACED AS REQUIRED. 3:1 SIDE SLOPES 1:1 SIDE SLOPES 14.CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ADJACENT ROADWAYS,(BOTH PUBLIC&COMPLETED PORTIONS OF THE `Z OR FLATTER OR PUTTER PROJECT)FREE FROM ACCUMULATED MST AND DIRT.STREETS SHALL BE SWEPT CLEAN AT ALL TIMES Vi 15.AREAS 70 BE LEFT BARE FOR MORE THAN 30 DAYS SHALL BE TREATED WITH MR DRIED WOOD CHIP MULCH OR SEEDED WITH CATCH BASIN GRATE STRAW BALE INSTALLATION AT PERENNIAL RYE-GRASS UNTIL FINAL GRADING AND STABILIZATION TAKES PLACE. ACCORDANCE WITH THE FOLLOWING APPLICATION RATES N.T.S. N.T.S. MULCH: RATE: N.T.S. STRAW 900/IDDO SF. SEDIMENTATION CONTROL TEMPORARY DIVERSION SWALE CATCH BASINS 16.ALL DISTURBED SLOPES EXCEEDING A 3:1 SLOPE SHALL IMMEDIATELY RECEIVE MULCH AND TEMPORARY SEEDING N W TEMPORARY SEEDING RATE: PERENNIAL RYEGRASS 1.0//IOOD S.F. TOP WIN T POOL E ci t ELEV B-SEE TABLE SHEET C-ES1 2.0•mlDI MoMed Nock TWIN NOTE: 17.CONTRACTOR SHALL CLEAN CATCHBASIN SUMPS,DIVERSION SWALES,&TEMPORARY SETTLING SUMPS AS REWIRED DURING E CTDOT CONSTRUCTION. S ckn a- IF1o. 1. VOLUME OF TST SHALL BE A MINIMUM OF 134 CUBIC YARDS PER ACRE 18.DURING EAR1HN➢RN OPERATORS,CONTRACTOR WALL MANAGE STORMWATER RUNOFF SD THAT NO DIRECT DISCHARGE OF Flaw T� rrPll. DRAINING TO IT. HALF OF THE REQUIRED VOLUME SHALL BE FOR WET ROOF THAT CONTAINS SUSPENDED PARTICLES ROWS INTO RECEIVING WATERS RUNOFF SHALL BE DIRECTED INTO LL aPsW 11 T STORAGE WHILE THE OTHER HALF SHALL BE FOR DRY STORAGE. REFER TEMPORARY SEDIMENT SUMPS AND TREATED. fieamcWs FbTk b TO GENERAL SIZING CALCULATIONS FOR TST BELOW. 19.AT NO TIME DINING THE CONSTRUCTION EFFORT SHALL THERE BE ANY OPEN AND DISTURBED AREA GREATER THAN 5 ACRES i 11 3 i /p MR. w ETHOUT SILT FENCE PERIMETER OF SET AREA t �j- MATTE ALL SITE WORK COMPLETED.STOR INCLUDING THE SPREADING D TOPSOIL AND SEEDING.THE CONTRACTOR SHALL CLEAN - rx ANY SILT OR DEBRIS FROM ALL STOW DRAIN AND AGE STRUCTURES CULVERTS.h- TC n,V pax- A:::frdk.o. 21.AT ALL TINES WRING THE CONSTRUCTION EFFORT.THE CONTRACTOR SHALL HAVE AVAILABLE THE APPROPRIATE EQUIPMENT K ,ate I u �N>°-I,,.° „ INSERT 1"REBAR FOR WATER APPLICATION FOR TE PURPOSES OFA ALLAYING MST.APPLY WATER,SUITABLE MATERIALS.OR COVERS TO 3 BIG WET POOR FOR BAG REMOVAL MATERIAL STOCKPILES AND 07E SURFACES R SFACES THAT CAN GIVE RISE TO AIRBORNE PARTICULATE MATTER.COVER,MILE IN ELEV A-SEE TABLE SHEET C-ES1 - FROM INLET MOTION,OPEN-BODED TRUCKS OR OPEN-BODIED TRAILERS.MINIMIZE THE VOLUME O WATER SPRAYED FOR CONTROLLING Jc w.l-.urns:•x:un:_i avlMc:...° I--pcw0[H DUST AS TO PREVENT THE RUNOFF O WATER NO DISCHARGE OF MST CONTROL WATER SHALL CONTAIN OR CAUSE A VISIBLE REFER TO 2002 CT GUIDELINES FOR SOIL AND SEDIMENT CONTROL FOR H„• L w a d n-_J - I -1 - t,- w -I OL SHEEN,FLOATING SOLIDS VISIBLE DISCOLORATION,OR FOAMING IN THE RECEIVING STREAM. R ADDITIONAL DETAIL AND REQUIREMENTS. n,_ wd H��n•J:n.kT,IL,n la..n...Irz.I frz:n,Us Ya ryul.in us- .P a Nis L.tc v:Jr:,s: U.TIME DENIOPER SHALL ENDURE THAT CONSTRUCTED ACTIVITIES COMPLY ElH THE NOSE ORDINANCES O THE AUTHORITY P HAVING JURISDICTION.' vv w m sU1 IA'INn TOP a TRAP 23.THE CONTRACTOR SHALL EXCAVATE A PIT TO BE DESIGNATED AS A WASHOUT AREA FOR CONCRETE.PAINT.AND OTHER ELEV.D=SEE OPTIONAL OVERFLOW MATERIALS.THIS AREA SHALL BE CLEARLY FLAGGED AND CONSTRUCTED TO BE ENTIRELY SELF-CONTAINED.THIS AREA SHALL Z d 2 ABLE SHEET C-EST BE OUTSIDE OF ANY BUFFERS AND AT LEAST 50 FEET FROM ANY STREAM,WETLAND.OR OTHER SENSITIVE SOURCE.DUMPING O I.l I \9a O LIQUID WASTES IN STORM SEWERS IS PROHIBITED.THE WASHOUT AREA SHALL BE INSPECTED AT LEAST ONCE A WEEK TO J ENSURE STRUCTURAL INTEGRITY,ADEQUATE HOLDING CAPACITY,AND TO CHECK FOR LEAKS AND OVERFLOWS.ACCUMULATED JSt SC1SiCK®-' DEBRIS SHOULD BE REMOVED ONCE THE WASHOUT AREA REACHES HALF WAY FULL OR IS DEEMED NECESSARY TO AVOID N ed �LOJ i- ['N Aa!T - 4w DOVEFL REMOVE AND OSPO OF HARDENED CONCRETE WASTE CONSISTENT PITH PRACTICES DEVELOPED FOR THE WASTE QeoRxROe Fabric a DI P �e mr ry. h r• -1 LAL I I v v LLI Y1kt PWWI •- INK r- IR luKi J 't H 4- 11 -zl: m DUMP LOOPS -nl -9 24.THE CONTRACTOR SHALL DESIGNATE A WASTE DISPOSAL AREA FOR TEMPORARY STORAGE OF MATERIALS TO BE REMOVED FROM N CREST .y DENIAL MQT s141AEbT \ '°0 THE STE.TIME DESIGNATED WASTE AREA SHALL BE SELECTED AS TO MINIMIZE TRUCK TRAVEL THROUGH THE SITE WE AREA EV.C=SEE ( loan, nN Jh h rcn'n f n w,oA:m,IMP-.us„f iA r.nu^I,:d K,l llv Nrn r u6. \ I MILL NOT pRAN DIRECTLY TO ADJACENT NETNNDS PICKUPS SHALL BE SCHEDULED REGULARLY TO PREVENT THE CONTAINERS ABLE SHEET C-ESt FROM OVERFILLING.SPILLS SHALL BE CLEANED UP IMMEDIATELY.DEFECTIVE CONTAINERS THAT MAY CAUSE LEAKS OR SPILLS MILL BE IDENTIFIED THROUGH REGULAR INSPECTION.ANY FOUND TO BE DEFECTIVE ELL BE REPAIRED OR REPLACED IMMEDIATELY.ANY STOCKPILING OF MATERIALS SHOULD BE COMIED TO THE DESIGNATED AREA AS DEFIED BY THE TEMPORARY SEDIMENT TRAP ALL CHEMICAL -. 4' 2S ALLEQUIPMENT) AND PETROLEUM PRODUCT CONTAINERS STOOD ON THE SITE H CLUEING THOSE ASTCONTAINED FWITHINE OLUCLES ° A THE EQUIPMENT)SHALL BE PROVIDED THE TOTAL VOLUME IMPERMEABLE OFCONTAINMENT EWQI WILL HOD AT LEAST 1101E O THE VOLUME UOF T �II N.T.S. THE LARGEST CONTAINER,AI IOXMEN O THE TOTAL VOLUME OF ALL CONTAINERS N THE AREA WHICHEVER IS LACER.ROOFED AREA OVERFLOW FROM E CONTAINMENT STORED AREA ALL CHEMICALS AND THEIR CONTAINERS SHALL BE STOOD UNDER A ROOFED AREA D REQUIRED. F. THOSE CHEMICALS STOOD IN CONTAINERS OF 1M GALLON CAPACITY OR MORE,N WHICH CASE A TOO'IS NOT REOINtED.DOUBLE-WALED TANKS SATISFY THIS REQUIREMENT. da�u 26.CONTRACTOR SHALL COORDINATE WITH THE PROPER AGENCIES FOR RELOCATION OF ANY UTILITIES OR SIGNS. 27.IF REQUIRED,AN APPROVED EROSION CONTROL BOND SHALL BE PREPARED BEFORE TIME START OF ANY CONSTRUCTION tJ ACTIVITY. F 1 � 2S FROZEN MATERIAL SHALL NOT BE USED FOR FILL NOR SHALL FILL BE PLACED OR COMPACTED M FROZEN GROUND. O sQ I 1 p 1 ^ ("\ 1 ESTIMATED CONSTRUCTION START DATE _ JUKE 2017 g (}vdplyJyJ, luJ�+\ �K ESTIMATED COMPLETED DALE SEPTEIABER 2018 SG 1B" 4'STONE M1µU CURB-LESS INLET PROTECTION DETAIL N.T.S. PROJECT CONTACT INFO: SHEET ■ STONE CHECK DAMN CARL MORSE (;-ES2 p A M KING CONSTRUCTION CO.,LLC C N.T.S. 704-365-316D SHEET 9 OF 11 1.5"WEARING COURSEL°S~LL (CONNDOT FORM 817, '88 TROWEL ROUNDED CONCRETE 1.5" BINDER COURSE HMA SO.375) T7 (CDNNDOT FORM 817. 1-1/2" 6"DIAMETER STEEL PIPE FILLED W/CONCRETE 1-i/2"-I HMA SO.5) TO BE PAINTED W/ONE COAT RED OXIDE C 3 REINFORCING BARS TYP i"RADIUS PRIMER&TWO FINISH COATS ( ) PAVEMENT " EXPANSION JOINT (COLOR PER OWNER). 6` AGAINST CONCRETE T SLOPE TO DRAIN SOUTH WINDSOR STANDARD /-APPLY FULL DEPTH g e FRAME AND COVER PAVEMENT OVER FRAMES r3 u-III=III=III ADJUST FRAME TO FIN. GRADE (1f 6; W/GONG.BRICK OR PRECAST RINGS FINISHED GRADE C Mf GRAVEL BASE AND 6"PROCESSED AGGREGATE BASE (6"MIN. TO 12"MAX.) s Q "` PAVEMENT SEE DETAIL (CONNDOT FORM 817 M05.01) ® _ PROCESSED AGGREGATE BASE -III <7- a)(A _ 3'-O" CONCRETE BASE PER CONNDOT M.05.01 �= 6 II- N COMPACTED SUBGRADE STANDARD STEPS -�y,�-. 1 •�F ±o _ 1-PAVEMENT AND BASE MATERIALS AND THICKNESS PER REPORT ENTITLED'PRELIMINARY (SEE MISCELLANEOUSI ` GEOTECHNICAL STUDY FOR WAREHOUSE/Dt MERMON FACILITY,RYE STREET,SOUTH MANHOLE DETAIL =III=III=III=III=III= CONCRETE TO BE CLASS C WINDSOR,CONNECTICUT•PREPARED BY DR.CIARENCE WELTI,PE,PC,DATED MAY 2006. ) COMPACTED SUBGRADE ConnDOT 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.DETAIL IS PREPARED FOR PLANNING PURPOSES ONLY. IN THE ABSENCE OF A A ° GEOTECNICAL REPORT CONTRACTOR SHALL COORDINATE WITH OWNER AND DEVELOPER TO POINTED FLUSH AND LAy}r�ti2d1 i8 I^2•_p•�I m PRECAST CONCRETE CURB OBTAIN OR DETERMINE IF GEOTECHNICAL PAVEMENT AND SECTION DESIGNS ARE REWIRED. FULL 4• IN Q !e { Ld36 CONCRETE BOLLARD N.T.S. BITUMINOUS CONCRETE PAVEMENT SECTION PRE CAST CONCRETE STANDARD DUTY EE N.T.S. -N.T.S. CONCGONG. BRICK RNVEETE T. 6- MR WIRE MESH(4X4i CONNECTICUT WATER COMPANY CWC NOTES: 7`CONCRETE W4.O/W4.0)SET 1/3 1. PROJECT MUST BE BUILT TO CT WATER COMPA>�CIFICATIONS. CONNDOT FORM 817 M.03 FROM BOTTOM OF 2. CLASS 350 DUCTILE IRON PIPE REQUIRED. ( ) CONCRETE SECTION 1-1/2" 3. COPPER OR POLYETHYLENE SERVICE LATERAL MATERIAL REQUIRED. 1-1/2" 6"OF CRUSHED STONE 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•• - W F HYDRANT 3-FEET OFF F F HYDRANTS ARE NOT TO BE INSTALLED IN SIDEWALKS. WHERE 3 FEET CANNOT BE OBTAINED INSTALL HYDRANT BEHIND SIDE ALK UNLESS FACE O HYDR N 3 EE O ACE 0 CURB. D S u�N NOTED R A DIRECTED Y A CT WATER COMPANY PROJECT MANAGER. 10-FEET HORIZONTAL SEPARATION REQUIRED BETWEEN HYDRANTS SEWER MANHOLES AND STORM DRAINS. -rvo OTHERWISE OED 0 SD EC ED B �O 6. ALL WATER MAIN PIPING AND APPURTENANCES MUST BE POLYETHYLENE ENCASED IN ACCORDANCE WITH AWWA ANSI-AWWA C105/A21.5-99(10) NOTES: �R 7. MIL RESTRAINTS REQUIRED ON ALL FITTINGS,BENDS,OFFSETS, TEES, GATE VALVES AND HYDRANTS. yrcr 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 ITS 20 LOADING. 9. THRUST BLOCKING IS REQUIRED ON ALL BENDS, TEES,OFFSETS,HYDRANTS AND DEAD ENDS. g-„�n 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. 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. fG 4-FEET MINIMUM HORIZONTAL SEPARATION REQUIRED BETWEEN WATER MAIN AND DRAINAGE WHEN AT LIKE ELEVATIONS. 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 1B"TO BE COMPACTED SUBGRADE pg< MAINTAINED BETWEEN STORM DRAIN AND WATER MAINS. THE CONTRACTOR IS RESPONSIBLE FOR PROPER COMPACTION AROUND AND UNDER EXISTING DRAINAGE FACILITIES WHICH MAY INCLUDE NOTESt PAVEMENT AND BASE MATERIALS AND THICKNESS PER REPORT ENTITLED•PRED4INARY REMOVAL AND RESETTING TO FIELD DETERMINED.PROPER GRADE. GEOTECHNICAL STUDY FOR WAREHOUSE/DISTRIBUTION FACILITY,RYE STREET,SOUTH PRECAST CONCRETE 13. ANGLE OF BENDS TO BE F WINDSOR.CONNECTICUT"PREPARED BY DR.CLARENCE WELTI,PE,PC,DATED MAY 2OD6. DRAIN MANHOLE 3 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 SITE 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. 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 GEOTECNICAL REPORT CONTRACTOR SHALL COORDINATE WITH OWNER AND DEVELOPER TO NOTED. LABOR AND MATERIALS FOR THE INSTALLATION ER S)WILL BE CHARGED TO THE PROJECT. OBTAIN OR DETERMINE IF GEOTECHNICAL PAVEMENT AND SECTION DESIGNS ARE REQUIRED. i 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 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 CONCRETE PAVEMENT SECTION WILL RESULT IN LITIGATION. HEAVY DUTY N.T.S. w O �4< ('A54y t k o o Mx 3'4' p W \ .- O O Y / '� r - - 8-11/Y MA Y ~`x g ,o iY .-_ i A Bolplc HOLES o B cU(VV)0 1 .L'.AL w�i "Luc,L ;N A wl 1 'v T 1 I `LLICI O_A._ c lTL a-E U$ 53- I "Lx �p TI ( -em�'� NS arRwe n�nD YIr- {`RB �.laa.H .`_^c..LJ; B O T C -ESO / 1, A r z-,t/YgA r-o, A v :' ,JI{ i 0 1'o HAWUNC H91E5 N/Q' r f I •I L •,x.,.++�v_ ,.. 1'-B 3 f qA 3/f z f TI„) T 3 LOCK F-': / ra.. o - T_„5-3 0:< Z /Y x •/z/e± THRUST BLOCK -r L •1%/m v s_aT Y C /„njPBYfj(( x..,. (t)ar 'I HYDRANT INSTALLATION -x.Ye. O❑CIO N g »_ DETAILS SD•2 e- T SO-4 O OO DETAIL O O O SECTION a-B W �DOo��I CAST IRON FRAME � ❑ 0 ❑❑ ❑❑y�0❑ ip ',, eT;ews PROPOSED GRADE 0000❑00`SO _ , _ _ PAVEMENT SECTION OR QO O G�i .13 T =4'r �'_5 r_x(T - _ O O ea- LANDSCAPING D O_ L DSC G 'f � � 1-t C t-t/4• 4 II� f^ I.D. + 2 ° WARNING TAPE- MIN. 12" 3/ I T/g• t-1Ir t C 13•MIN- O MAX. 24"ABOVE PIPE -�rnlPAaro TAcx,=i tur-a.. _ m� 9 6 i3 y. i-1/Y 34 91fi .e 10 � ,.� .,�_- r � •E �._ .. APPROVED B CKFILL PLACED D AND COMPACTED IN 12"LAYERS R� am 3 i43/IC - DEPTH TO INVERT (OR AS OTHERWISE APPROVED) SECTION A-A W yF' :nAr_-rcx_ corrcv VARIES S E PROFILES NO STONE LARGER THAN 3" d SAND BEDDING PLACED AND W CAST IRON COVER �- I ar•_.Ryy,`-:wax?.., ' ' 1_- u ry "_nrA`" r 12"I`;"iM NM ,.y.12' COMPACTED IN 6"LAYERS 1.THE LOWER SURFACE OF THE COVER NO STONE LARGER THAN 1-1/2". AND THE CORRESPONDING UPPER ,� ,K5} MATERIAL SHALL SURFACE OF THE FRAME SHALL BE d -sn 'tiy?:a' MEET D.O.T. M2.05 MACHINE FINISHED TO PROVIDE A .y OT t-+,y,KTq SMOOTH FLAT CONTACT OR FIT, x tAxl.- D. WITHOUT ANY TENDENCY FOR THE F� s y r 1 s Aecve-•+"trvF :'4,�yY lr- BEDDING ON SUITABLE NATIVE MATERIAL COVER TO ROCK OR RATTLE. _ V'..;. :"?+"'?' OR 3/4"CRUSHED STONE BEDDING 2;FVT s=;s,uaxs " 2.SANITARY SEWER MANHOLES SHALL "moo 0 0 0 0 0 o IN ROCK EXCAVATION OR IN UNSUITABLE RFGT-•.^.YNNTAv ltKi w�FFyPu�A 6 IN. O O O O O O BE EQUIPPED NTH VENT HOLE IN MATERIAL AS DIRECTED BY THE CENTER. ENGINEER. MATERIAL SHALL MEET D.O.T. WATERMAIN INSTALLATION �'._N- M.02.1 FOR 3/4"STONE. MANHOLE FRAME AND COVER •� .e. OW((MW DETAIL ��'T*v+ BACKFILL TO SPRINGLINE OF PIPE WITH 3/4" N.T.S sir Ct� ---- - TYPICAL TRENCH 6 SD-1 STONE OR COMPACTED PROCESSED AGGREGATE w _•• _ »- PAYMENT LIMITS _ W V WHEN USING POLYTHYLENE OR CPP PIPE ■ -Dl STORM SEWER TRENCH SECTION N.T.S 9ffT 10 OF tl 4 IKaNWAr CE066 6lOP:.TF SH NDIE U � e J Y= c> C8ip I ,mum R nw"zy �\ C pp �E 21 SECTION BSECTIONmA Z Own TDI ` TYPE"C"G7CX BASDt DOUBLE GRATE-TYPE I e o As DucTFP N.r�.Iz3•,`, �s�rcaNiw. g 4 i F 30' €e _- _ god 15' 15' CONTROL JOINTS EVERY \\ 15' BOTH DIRECTIONS EXPANSION JOINT EVERY 30' 2,TYP BOTH DIRECTIONS 2' TYP. SECTION SECTION rj TYP!"C-L"GTCX BASIN DOUBL!RrFFR TO DRAT!-711 I .T.S. 77Wff NOTES, SECTIONS AND INSTALLATION REQUIREMENTS REFER TO CONNDOT STANDARD SHEET HW-507-08 FOR FRAME AND GRATE REQUIREMENTS � Ip �QN1 SEALER VARIES SM TO 660)VAWE6 Dt tONS FTRt ME'OL"BASIN VARE (Bd6)};,4) VARIE LL SPAIbt't'MIN.,U 6.1K%.Y EQU -- 9" 9" t BE CMU OR PRECAST WITH REQUIRED W T1 I M AG(AS IIFf1INMENDED , BY TI[MANU'AC'UI01) J RADIUS (TYPICAL) 1$,',,m - 1�SDxw^ED/5 v40WN(FOR •. 1 (45/) Nx l T9 A.W0.MEIGNF 1/21, o - _ - sq�T rm PREFORMED JOINT FILLER DIPPED 6 eoral P SMOOTH METAL DOWEL DIP lSER ED IN LIQUID ASPHALT Ca. eset 24"(60),3O-'(M),96"(914)f PER CT DOT FORM 817, M.03.08 R � a2'(1.aIRn),40Y1.21Dm: - FOR IIINdLM ORCUMFER@IML _ EXPANSION JOINT CONTROL JOINTEL RIBC0N r ' ppp 1M(1RTAR JOINTS _ ;4"(_02)MN. (n ABOVE PPE n •�2 <©MOUND ENTIRE TOOD•BOTi Z SEE NOTE 10 KNDC NR 1/EAO1 FACE)(TYP.) y NOTES: - RISER 241610).911'(262:1 96'(914), FC. J( I FCR DIDF WERE 1. DOWELS SHALL BE PLACED AT EXPANSION JOINTS AND ERE NEW CONCRETE MEETS EXISTING CONCRETE. �,L RuegErt Lu 2. ALL CONCRETE SHALL BE CLASS'F'. MEET CONNECTICUT D.O.T. )oB S m MI612P'(610) P L� I SPECIFICATIONS. REFER TO FORM 817. ;v,:OYP.) q.,00p)mm 3. CONCRETE SURFACE TO BE SCORED AT 15 FOOT INTERVALS. 'I TCP R EOTTON $d 4. EXPANSION JOINTS SHALL BE INSTALLED EVERY 30 FEET IN BOTH DIRECTIONS. & 5. PROVIDE GROOMED FINISH PERPENDICULAR TO TRAVEL PATH. 2-R4 D - 1 I I 1 - I e 4'-4•'(1.320m;(x O 3.60Hn) E'MIN.CLEARANCE 4 i < CONCRETE JOINT DETAIL ;�i I2.34 r; DEEP OR LESS) - f oUU40 ENfIRF U EUENL p D.D.Df P1-F SIZE RAC®BOTH OIRECTON6 N.T.S. _ 62 O Hm 1TmGmA AN)O' 5'-4"x.62m 10'3.3 ap (GR ) (LmGRE AT THAN ltl (FDR 20'(6.096m)UEMTH AND 3.DIBm LSS 111Nx 2tl 6.D9m'DEEF (y� GREATER SEE NOIE 6)\ U SECTION r1�1 cFOR 2D'(6.D96m1 NOTDITE ) GREATER W&L REIf50RCEMEHT IN FAR FACE SECTION WALL V NO-S40\YH FOR CLARITY PRECAST CONCRETE TYPE "C" "C-L" CATCH BASIN (UNDER IW':3.04m:DEE1•SHOWN) REFER TO CONNWT 6TANDARD SHEET NW-O60T-W FOR ADDITIONAL NDTES.SECTmNS AND NSTALL MON REOUNEMENM REFER TO CONNDOT STMN SHEET HW-SDT-OB FOR FRAME AND ORATE REQUIREMENTS PRECAST ROUND STRUCTURE PER CWWT H 507-04 MAY BE USED/SUBSTTUTED FOR ABOVE J B MT.S Y SI�F C-D2 BEET N of n • \ .pia I xBW 6.; xT9E \ \ \ \ _ \ o S I g LL x7z3' x53B STATE OF CONNEC69) -\ q„ VOL 625 PG.469 � ( J Qe.� 'C_M � He o \ \ \ 1 \X] /NV.(p8):60.12 \• \ �v s '•,•V ` xs2.s I \ \ \ E T 1 I a \ t \ I \ \\ ) y \ 1 LOCATION PLAN 4ag iE r�"g / \ .1L;, ljY9EC OPT L PROPERTY IS/N THE l ZONE. �� yI 8�� Ye6 1 d 2. HORIZONTAL DATUM IS BASED 0/J NAD83. VERTICAL DATUM IS BASED ON ® E 15 £ a \ X"T NA 3 IN ! E THE PROPERTY DOES NOT FALL FLOOD THE LIMITS OF A FLOOD HAZARD XT67 1 eta \ f ZONE AS DEPICTED ON, FIRM FLOOD INSURANCE RATE MAP 09003CO3]7FF+ 'T55� !$£ TOWN OF SOUTH PANEL NUMBER 377 E ECTIVEHARTF D COUNTY PANEL 6, OF � j[Jill d 111 i 675 COMMUNITY PANEL NUMBER 377 EFFECTIVE DATE FEDERAL INSURANCE 26, 111 St �5 9�e 200E FEDERAL EMERGENCY MANAGEMENT AGENCY FEDERAL INSURANCE X7 4Ib \ \ / / I 4. UNDERGROUND TORUTILITY,STRUCTURE AND FACILITY P LOCATIONS DEPICTED \ _ AND NOTED HERE(NJ NAVE BEEN COMPILED,/N PART,FROM RECORD O 1�m GO✓RNM N SUPPLIED BY DE NCIE FROM PARS UTILITY TESTIMONY FROM IH R +'O X \ E E AGENCIES OL ES 0 D OT O E N 1 I I2 ^' (ae J622f Ro]Pic(J x]52 6pEg g�t7 I! / \� SOURCES THESE LOCATILYJS MUST BE CONSIOEREO AS APPROXIMATE IN .. L wv.(4�J6D$4 Ho]wvxc(N) NATURE NCE OFVACLY,OTHER SUCH FEATURES MAY EXIST ON WE SITE, u V wV/J:61aX J I I \• / / �� THE EXISTENCE OF WHICH ARE UNKNOWN TO DESIGN PROFESSIONALS INC. _ F- 1iz HE SIZE,COCAT/ON ANOVEX/S ENCE OF ACC SUCH EATURES MUST BE/� y p FIELD DETERMINED AND VERIFIED BY THE APPROPRIATE AUTHGAI DES PR v y, O cmsmucUON Y O Ill/ I 5 CONTRACTOR SHALL CONTACT"CALL BEFORE YOU DIG"FOR UNDERGROUND ¢ IF X]].4 /T- \ P I UTILITY MARKING AT LEAST TWO FULL WORKING DAYS PRIOR TO START OF INCGwSTRUCDCNJ. I-B00-922-4455(M WWW.CBYD.CP4f. L %' N 1. IMPROVEMENT LOCATION PLAN-RECORD PREPARED FOR AID/w',- 0/SIRIBUNOP/FACILITY 295 RYE STREET 50U1N INNOSOR,CONNECT/CUT \ DATE., 10/18/2007 REVISED TO 9119103 SCALE 1"=40'BY DESIGN E E PROFESSILNALS,. I 1.21\ LEGEND ZEXISTING DESCRIPTION O DOMESTIC WATER-- - / 1 \\ WATER SERVICE `1 '/ X]BO 1 \\ \ \ 1 \ © WATER VALVE V A. A FIRE HYDRANT Z LIGHTINGUj m W Z xee.] (\\ J 1 \Ts \ \ --- ]} - POLE MOUNTED LIGHT O nset 1 \ \ NATURAL GAS I'( BOT-• sWec(x) x79.2 \\ \ \- \ -•+- GAS MAIN r }UU'O BOnp GAS SERVICE LINE POWER Z `per � •4 ELECTRICAL LINES,OVERHEAD = II \ et \\ 7' �- ` \ /\ \ \ y _--'•u,--- - ELECTRICAL LINES,UNDERGROUND �x V- II � ]96 � gar `U� UTILITY POLE PROPERTY / O wvasY»oXi) N T wV(a2 J:6za3 NOT nsBte(n)\\ \LITT \ \\ _�; \\ PROPERTY LINE - ,R I --- ---�'---"''--'-R---rt,-_ PAVEMENT � ��— -- � \ 1 EASEMENT LINE h I I Ifr' 9 I�I. I _ _ — IN�---R \-�23� -_�-� \ � \ \ \ 1 \\ 0 IRON PIPE O IRpIJ ROD 0 MONUMENT $I I I xe2. wv{a2I'se.Bl J �F ROADS N I ze4.z \I wz(a27sa.>s(sl x83e \ OR SIGN I III \ SITE FEATURES 363.2 Ixe P III / EDGE OF WATER � I I /I / 04^• TREE (n TREE LINE Z XB4T -- O a we0'-j 2a()1p. ) l I /NvL ek>S2s H) I II / £ , SANITARY SEVER N /!$ EASEMENT IN FAVOR OF I I III / / ; -R---+4- SANITARY SEWER SERVICE LINE 7 b I I .wx(ae)6a.16(nJ I /NvOB'>r.r6 - THE THE / / © SANITARY SEWER MANHOLE w I WATERER COMPANY I VOL 1940 PO 160 �I /. STORM SEWER B•v ---------- STORM DRAIN PIPE xe3.2 Ix9 �j I ® STORM DRAIN MANHOLE ® CURB INLET EXISTING BUILD/NC ® CATCH BASIN TOPOGRAPHY CONTOUR X61.95 SPOT ELEVATION 1 I`Q I 1 P 16• y I WETLANDS g EASEM N OF I / I ✓ WETLANDS LINE y� CONNECTICUT N 3 WATER COMPANY I - - 1 ACD/,INC(CONNECBCUTJ SURVEY NOTES I (VOL.1694 PG 71) / (Va.897 G. 39 xe4.s I 1. IRIS SURVEY AND MAP HAS BEEN PREPARED PURSUANT TO IHE REGULATIONS OF (VOL.IB97 PC.339) I I I I \- -• CORNECLIGUT STATE AGENCIES SECTIONS 20-30OS-1 THRU 20-3006-20 AND NE � a wv(a2/6-7 / I (VOL.1994 PG.2JJ) X8 9 I _ I I STANDARDS FOR SURVEYS AND MAPS IN WE STATE OF CONNECTICUT"AS zet IT I I I N' 1 ADOPILD BY]HE CGWNECTICUT ASSOGATON OF LAND SURVEYORS,INC ON I'- Q W` $ JJJ I I I X.N, I _ S£PIEMBER 26,1996. / 110"ELEC I �R COVER P� I I I i • TYPE of SURVEY/5 A PROPERTY&TOPOGRAPMC SURVEY AND IS INTENDED W V Y. b __ i •I M / I II I I I \u �/ TO MAICT THE COCADOVOF EXIS CONDITIONS RELATIVE TO PROASITTY O OLINES ^' a I . FF.86.00 X84.o V l7 ^/'IWoe I CC xe8.0 I e.1z �,,, • THIS/5 A RESURVEY BASED ON MAP REFERENCE 1L y� VERHAN O • I 70.0' % I I wv(92 J'6a rB 0/ 1 ACCURACY ACCURACY MEETS CLASS A-1 STANDARDS AND VERTICAL c b I+ TRAFORMER Iy L I >, ACCURACY MEETS CLASS 2 STANDARDS I o I FF,81.92 c I I�vl I TO MY KNOM2FOGE AND BELIEF,]HIS MAP IS SUBSTANPACCY CORRECT AS NOTED I 0 III x HEREON $IEET FF.�86.01 m I o I -- --- -- ��-- I 1 12327 V-1 6 I I \ I it I 1 I •„ �' II \-_� I LAMNENCE R.CEISSLER,,pZ,LS CIC.N0. r. wa�au�ean.. a { ! i ,a 1 i � L-1 U 1 j � � I ISSUED: 02.27.2p17 REVISIONS: ( � I �BY2 I i Nn __--— ____�_ Efo,:K SOUA�2 I FOOTAGE SUMMARY w EAT E \ \1 t by I{ - tea. -_ •� � „ SAXONBUR(j COOLER FREEZER ROOM ROOM CREAM O O EXPANDED h V m I . _ -# +z '�, 37,132 SF 39,013 SF 16,937 SF 7,850 SF 9,777 SF Z y, 55" MEAT ICE Q Q FLUTHWINDSOR COOLER FREEZER ROOM ROOM CREAM O EXISTING 18,027 SF 55,095 SF NONE 10,000 SF 6,485 SF W o ICE 0 ` Y e t - _ a ,. „; =z� � SOUTH WINDSO COOLER FREEZER ROOM ROOM CREAM 55.095 SF y c \ t _ PROPOSED 14,580 DOC 45,000 SF 16,027 SF 10,008 SF:'OC SF Q FOR SITE WORK, REFER TO PLANS ENTITLED SITE PLAN MODIFICATION,ALDI o =O o \ DISTRIBUTION FACILITY EXPANSION,295 RYE STREET,SOUTH WINDSOR,CT"PREPARED N® / BY DESIGN PROFESSIONALS, INC.,DATED 3/10/2017 OR THE LATEST REVISION j NOT TO SCALE UNLESS i F t� ' / PRINTED AT 30"X42" cn l � y } L ENLARGED BUILDING PLAN U) EXPANSION >. MCCN PLLAN� 0 A100 0 A-M'KWG --777 --- uE --- � — ,ww,a,,,W ------- ---- —----- ❑ El----------- ❑ WEST ELEVATION -------------W-m..f. ,�usnxcmwrPEmmus�.en a,Eo,�xP ;��PWE$ � 1 -- — -- -- -- -- -- -- -- -- -- _____- --aar ISSUED: Pis 02.27.2017 REVISIONS: 1.1 WEST�ELEVATION d #:= �. F I I c cot<ct&re ado iWpnmuwx, c O N N 2 NORTH ELEVATION y H D U m U W Z Z Z O 2 _I——---- — — 138 — — It .. 0 T uj _ PhVF15 � � O Q Z 3 o cn r r; - 4�E Pb ' U a 3 SOUTH ELEVATION y u NOT TO SCALE UNLESS 0 PRINTED AT 30"X42" Q N U A201 tD.NN Sfq< T�0�� O-P so� ?d&U&Ot G U 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 f�OSOR-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 i 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. U.S. Postal Service TM CERTIFIED o RECEIPT Very truly yours, Only Ln INLAND WETLANDS AGENCY/CONSERVATION COMMISSIO �- , �:. i } b a)bcC' G CL� ru Barbara Kell Vice Chair erson Postage $ y, p Certified Fee M Postmark BK/dt C= Return Receipt Fee Here O (Endorsement Required) Restricted Delivery Fee 2 ►� cc: Director of Planning C3 (Endorsement Required) I �.J J Chief Building Official ru II ra Total Postage&Fees r$ 19 1 RJ � ' --- ---- -----------l CIL 5----- Street&Apt. o. � or PO Box No. � 1 l� City State,ZIP+4� PS Form :r. July 2014