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14-37P Evergreen Walk Unit 12 - WITHDRAWN
RECEIVED TOWN OF SOUTH WINDSOR JUN 13 2014 TOWN MANAGER'S OFFICE TOWN OF SOUTH WINDSOR INLAND WETLANDS,WATERCOURSES AND CONSERVATION APPLICATION Application# / -_ Date Received - J T 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: Evergreen Walk, LLC Address: 1109 Rose Lane, Virginia Beach, VA 23451 Phone: (home) (work) (757)449-1606 (fax) B. Legal owner's name: Evergreen Walk, LLC Address 1109 Rose Lane, Virginia Beach, VA 23451 Phone(home) (work)(757)449-1606 (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 Evergreen Walk, Buckland Road 1. Contact Person(if further information is needed) Alan Lamson (work)(860)568-4030 (fax) (860)568-5120 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# 127 Parcel# 27-15 Zone GD F. Names of all abutting property owners from records in Town Clerk's office. (use separate sheet if necessary) 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? ** (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 retail building and associated parking, fill, excavation, piping off eroded drainage swale with 0.15 acre wetland impact and 1.85 acre disturbed regulated area, clean structural fill material to be used. One year construction period from start of project. 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). 1.85 acres of. regulated area disturbance. Type of fill is clean structural material. K. Acreage of wetlands and watercourses in regulated areas to be altered: 0.15 acres L. Acreage of wetlands and watercourses to be created: 0 acres M. Lineal feet of proposed stream alteration: 198 lineal feet N. Total land area of project and percentage,which is wetlands: project area is 7.70 acres wetland is 1.95% of project area. 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.) SW General Plan of Development (plc), 4TC, DFP I P. The applicant (or designated representative) hereby attests that a sign will be posted at the following location(s) Buckland Road, Cedar Avenue, Deming Road & Tamarack Avenue By _ Name Alan Lamson on or before the following date June 18, 2014 8 Signature: A&� �( These signs 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 a plica ' both before and after a final decision has been issued. i a wne f Property ver e W LLC Date June 13, 2014 Jo ng a, Member gn licant Ev r en Walk, LLC Date June 13, 2014 John Finguerra, Member 9 ABUTTERS LIST Inland Wetland Application-June 13,2014 99508.27 Property Address Owner Mailing.Address # Street Street City State Zip Code 112 Deming Street Brookside Office Condo Assoc. 112 Deming St. South Windsor CT 06074 101 Evergreen Way Evergreen Walk Lifestyle Center LLC 2650 Thousand Oaks#3150 Memphis TN 38118-0000 201 Evergreen Way Evergreen Walk Lifestyle Center LLC 2650 Thousand Oaks#3150 Memphis TN 38118-0000 301 Evergreen Way Evergreen Walk Lifestyle Center LLC 2650 Thousand Oaks#3150 Memphis TN 38118-0000 401 Evergreen Way Evergreen Walk Lifestyle Center LLC 2650 Thousand Oaks#3150 Memphis TN 38118-0000 501 Evergreen Way Evergreen Walk Lifestyle Center LLC 2650 Thousand Oaks#3150 Memphis TN 38118-0000 801 Evergreen Way Evergreen Walk Lifestyle Center LLC 2650 Thousand Oaks#3150 Memphis TN 38118-0000 800 Evergreen Way. Evergreen Walk Lifestyle Center LLC 2650 Thousand Oaks#3150 Memphis TN 38118-0000 500 Evergreen Way Evergreen Walk Lifestyle Center LLC 2650 Thousand Oaks#3150 Memphis TN 38118-0000 400 Evergreen Way Evergreen Walk Lifestyle Center LLC 2650 Thousand Oaks#3150 Memphis TN 38118-0000 300 Evergreen Way Evergreen Walk Lifestyle Center LLC 2650 Thousand Oaks#3150 Memphis TN 38118-0000 200 Evergreen Way Evergreen Walk Lifestyle Center LLC 2650 Thousand Oaks#3150 Memphis TN 38118-0000 100 Evergreen Way Evergreen Walk Lifestyle Center LLC 2650 Thousand Oaks#3150 Memphis TN 38118-0000 100 Cedar Avenue Evergreen Walk LLC McCarter& English LLP Attn: Laurence Rubinow City Place 1, 185 Asylum Av Hartford CT 061,03 2800 Tamarack Avenue Evergreen Medical Associates LLC 95 Glastonbury Blvd.#214 Glastonbury CT 06033-0000 244 Smith Street Peter J. Brin&Jennifer J. Brin 244 Smith Street South Windsor CT 06074-0000 95 Evergreen Way Buckland Road Retail LLC 2650 Thousand Oaks#3150 Memphis TN 38118-0000 79 Buckland Road Town of South Windsor 1540 Sullivan Avenue South Windsor CT 06074-0000 325 Buckland Road Town of South Windsor 1540 Sullivan Avenue South Windsor CT 06074-0000 95 Buckland Road Town of South Windsor 1540 Sullivan Avenue South Windsor CT 06074-0000 296 Buckland Road Messiah Evangelical 296 Buckland Road South Windsor CT 06074-0000 300 Buckland Road Messiah Evangelical 300 Buckland Road South Windsor CT 06074-0000 70 Buckland Road MS Town Line Associates LLC McCarter& English LLP Attn: Laurence Rubinow City Place 1, 185 Asylum Av Hartford CT 06103 345 Smith Street Gene N. Beaupre 345 Smith Street South Windsor CT 06074-0000 340 Smith Street Brenda J & Bruce D Fraser 340 Smith Street South Windsor CT 06074-0000 357 Smith Street Emil J & Lucille Boutin 357 Smith Street South Windsor CT 06074-0000 ABUTTERS LIST Inland Wetland Application-June 13,2014 99508.27 Property Address Owner Mailing Address # Street Street CitV State Zip Code 419 Buckland Road Carmon &Company LLC 807 Bloomfield Avenue Windsor CT 06095-0000 151 Buckland Road Evergreen Walk LLC McCarter& English LLP Attn: Laurence Rubinow City Place 1, 185 Asylum Av Hartford CT 06103 610 Clark Street Amy-Lynn Dupre 610 Clark Street South Windsor CT 06074-0000 83 Deming Street Cynthia Etienne 40 Brightman Circle South Windsor CT 06074-0000 367 Smith Street Downeast Associates LTD Partners P.O. Box 6120 Indianapolis IN 46206-6120 377 Smith Street Willard &Claire Dufour 377 Smith Street South Windsor CT 06074-0000 47 Deming Street Andrian S&Cheryl S Kebalo 47 Deming Street South Windsor CT 06074-0000 260 Smith Street Evergreen Walk LLC McCarter& English LLP Attn: Laurence Rubinow City Place 1, 185 Asylum Av Hartford CT 06103 198 Smith Street KF Realty LLC 175 Wheeler Road South Windsor CT 06074-0000 383 Smith Street Richard & Irene Gancarz 383 Smith Street South Windsor CT 06074-0000 395 Smith Street Scott Leonard 1101 Lavender Land Rocky Hill CT 06067-0000 112 Deming Street#B Wayne Christopher Gerlt P.O. Box 1132 South Windsor CT 06074-0000 112 Deming Street#C Wayne Christopher Gerlt P.O. Box 1132 South Windsor CT 06074-0000 130 Deming Street Gary L&Jean M Grilli 435 Buckland Road South Windsor CT 06074-0000 314 Smith Street 314 Smith Street Associates LLC 332 Smith Street South Windsor CT 06074-0000 332 Smith Street Robert J & Beverly E Hayes,Trustees 332 Smith Street South Windsor CT 06074-0000 112 Deming Street#A Steven A Hershcopf P.O. Box 78 South Windsor CT 06074-0000 500 Clark Street Donald T Toold 500 Clark Street South Windsor CT 06074-0000 251 Buckland Road Evergreen Walk LLC McCarter& English LLP Attn: Laurence Rubinow City Place 1, 185 Asylum Av Hartford CT 06103 67 Deming Street Michelle L&Jason A Gaines 67 Deming Street South Windsor CT 06074-0000 140 Smith Street Jean Marc Jacques 658 Ellington Road South Windsor CT 06074-0000 76 Deming Street Robert A& Phyllis T Jones 76 Deming Street South Windsor CT 06074-0000 130 Buckland Road William J Krawski ABUTTERS LIST Inland Wetland Application-June 13,2014 99508.27 Property Address Owner Mailing Address # Street Street citv State Zip Code 200 Hemlock Avenue Vision Salon &Spa LLC 216 Hemlock Avenue South Windsor CT 06074-0000 31 Buckland Hills Drive Lowes Home Centers Inc P.O. Box 1000 Mooresville, NC 28115-0000 190 Buckland Road Earl A& Barbara H Reichle 247 Abby Road South Windsor CT 06074-0000 350 Buckland Road Buckland Commons LLC 1744 Ellington Road South Windsor CT 06074-0000 252 Buckland Road Wolf&Guerra LLC 989 Ellington Road South Windsor CT 06074-0000 274 Buckland Road Wolf&Guerra LLC 989 Ellington Road South Windsor CT 06074-0000 152 Deming Street South Windsor Realty Co LLC 303 South Broadway STE 105 Tarrytown NY 10591-5422 580 Clark Street Shirley W Smith 580 Clark Street South Windsor CT 06074-0000 43 Deming Street Arthur L& Kate C Soucy 48 Deming Street South Windsor CT 06074-0000 206 Buckland Road Marrion& Roy Rounseville Trustees 206 Buckland Road South Windsor CT 06074-0000 15 Buckland Road Scott Leonard 110 Lavender Lane Rocky Hill CT 06067-0000 R009 Clark Street Donald Hood 500 Clark Street South Windsor CT 06074-0000 716 Clark Street 859 Clark Street LLC 676 Clark Street South Windsor CT 06074-0000 R014 Clark Street Stanley Waldron 859 Clark Street South Windsor CT 06074-0000 75 Deming Street David A& Nathalie S Wisneski 75 Deming Street South Windsor CT 06074-0000 302 Smith Street Lorraine M White 116 Buckland Road Buckland Road Associates LLC P.O. Box 684 South Windsor CT 06074-0000 395 Buckland Road John J III &Carla C Woodcock P.O. Box 684 South Windsor CT 06074-0000 179 Buckland Road Evergreen Walk LLC McCarter& English LLP Attn: Laurence Rubinow City Place 1, 185 Asylum Av Hartford CT 06103 2701 Tamarack Avenue AGM Properties LLC 555 Main Street Manchester CT 06040-0000 101 Kebalo Lane Burton L&Joan D Larson 101 Kebalo Lane South Windsor CT 06074-0000 102 Kebalo Lane Mary E Zahner 102 Kebalo Lane South Windsor CT 06074-0000 103 Kebalo Lane Ronald A&Jean A Archambault 103 Kebalo Lane South Windsor CT 06074-0000 104 Kebalo Lane Elizabeth A Tuleja 104 Kebalo Lane South Windsor CT 06074-0000 201 Kebalo Lane Dianne M Pineo 201 Kebalo Lane South Windsor CT 06074-0000 202 Kebalo Lane Ann Marie Hurley 202 Kebalo Lane South Windsor CT 06074-0000 203 Kebalo Lane Holly K Hunt 203 Kebalo Lane South Windsor CT 06074-0000 ABUTTERS LIST Inland Wetland Application-June 13,2014 99508.27 Property Address Owner Mailing Address # Street Street City 204 Kebalo Lane Celeste L/U Acrell,Steven A Arcell ETAL 204 Kebalo Lane South Windsor CT 06074-0000 301 Kebalo Lane Margaret M Moynihan 301 Kebalo Lane South Windsor CT 06074-0000 302 Kebalo Lane Richard C& Mary E Bunnell 302 Kebalo Lane South Windsor CT 06074-0000 303 Kebalo Lane Clara A Gustamachio 303 Kebalo Lane South Windsor CT 06074-0000 304 Kebalo Lane Nancy Allison 304 Kebalo Lane South Windsor CT 06074-0000 400 Kebalo Lane Wheeler Estates Condominium Assoc 400 Kebalo Lane South Windsor CT 06074-0000 501 Kebalo Lane Vera Rudyk 501 Kebalo Lane South Windsor CT 06074-0000 502 Kebalo Lane William C& Mary A Peck 502 Kebalo Lane South Windsor CT 06074-0000 503 Kebalo Lane Morgan J Bradley Jr& Marie L Bradley, 503 Kebalo Lane South Windsor CT 06074-0000 Trustees 601 Kebalo Lane Roberta J Gowing 601 Kebalo Lane South Windsor CT 06074-0000 602 Kebalo Lane Rita Graicerstein 602 Kebalo Lane South Windsor CT 06074-0000 603 Kebalo Lane Irene G Dirrigl 603 Kebalo Lane South Windsor CT 06074-0000 604 Kebalo Lane Karin W Tamarkin 604 Kebalo Lane South Windsor CT 06074-0000 701 Kebalo Lane Pamela D Pelczar 701 Kebalo Lane South Windsor CT 06074-0000 702 Kebalo Lane Jane F Perrin 702 Kebalo Lane South Windsor CT 06074-0000 703 Kebalo Lane Richard Ryan Irrevocable Trust L/U c/o Patrick J Ryan Trustee 703 Kebalo Lane South Windsor CT 06074-0000 704 Kebalo Lane Ann W Sinclair 704 Kebalo Lane South Windsor CT 06074-0000 705 Kebalo Lane Alexander G &Joanne W Sibicky 705 Kebalo Lane South Windsor CT 06074-0000 706 Kebalo Lane Donald R& Linda M Simmons 706 Kebalo Lane South Windsor CT 06074-0000 Stormwater Management Report Unit 12 Evergreen Walk ' Buckland Road South Windsor, Connecticut June 16, 2014 FUSS &O'NEILL 146 Hartford Road ' Manchester, CT 06040 ' of c0 N0.in-IT ' Project No.2000 481.:169 0 FUSS&O'NEILL Stormwater Management Report Unit 12 Evergreen Walk ' South Windsor, CT 1 Executive Summary...................................................................3 2 Existing Conditions.....................................................................4 t3 Proposed Conditions..................................................................4 4 Construction Stormwater Management and Soil Erosion and Sedimentation Control...............................................................6 ( 5 Post-Construction Water Quality...............................................6 6 Methods......................................................................................7 7 Summary.....................................................................................7 \\Hgfs1\sys\P2000\481\A69\Drainange\Report\Stormwater Management Report.docx 1 gar ! FUSS&O'NEILL Table of Contents Stormwater Management Report ! Figures End of Report 1 Site Location Map 2 Site Setting Map 3 USDA Soil Survey 4 Drainage Basin Mapping 5 Flood Insurance Rate Map Appendices End of Report A Drainage Analysis of Existing Conditions B Drainage Analysis of Proposed Conditions C Storm Sewer Sizing Calculations D Water Quality Calculations 1 1 \\Hgfs1\sys\P2000\481\A69\Drainange\Report\Stormwater Management Report.docx it Ion 0 FUSS&O'NEILL 1 Executive Summary Walk i located n h west side of B ckland Road extending from Smith north Evergreen Wa s oca ed o the d u g Street o th to Deming Street. A location map of the site can be found in Figure 1. Evergreen Walk,LLC proposes to develop 6.5 acres of property within the 240 acre Evergreen Walk development. The development area is in the northern portion of the property,west of the LA fitness, south of the ECHN buildings,and north of Old Navy and the former Highland Park Market. A site setting map can be found in Figure 2. The project,known as Unit 12,will include construction of three retail buildings,totaling 86,400 square feet. The proposed site improvements include the construction of new buildings,walks,parking areas, 1 utilities,and landscaping. The water quality runoff from the developed site will be managed using widely accepted Best Management Practices (BMP's) and Low Impact Design (LID) elements. Runoff will be collected in catch basins with 4 foot sumps and will outlet through a hydrodynamic separator into an existing detention basin northwest of the site. The existing detention basin,known as detention basin 7,was designed to attenuate peak flows from the full build condition of the Evergreen Walk development. Currently,approximately 1.2.5 acres of land drain to detention basin 7,4.6 of which are from the ECHN development. The water quality volume and flow were calculated based on guidelines from the 2004 Connecticut Stormwater Quality Manual,by the Connecticut Department of Environmental protection (now Connecticut Department of Energy and Environmental Protection). Water quality calculations was computed for the entire upstream drainage area of detention basin 7,which includes the ECHN property. The proposed hydrodynamic separator has been designed to remove over 80% of suspended solids. This report summarizes the stormwater management plan for the development. This plan is consistent with the full build condition proposed in the State Trafc Commission Drainage Report,prepared by Fuss and O'Neill,dated June 12,2007,revised July 27,2007 (STC Report). The analyses in that report were included in permit application documents approved by the Connecticut Department of Environmental . Protection (CTDEP) and the United States.Army Corps of Engineers (USACE).Throughout this report,detention basin and drainage area designations are consistent with those identified in the STC report. \\Hgfs1\sys\P2000\481\A69\Drainange\Report\Stormwater Management Report.docx 3 uer FUSS&O'NEILL 2 Existing Conditions The overall Evergreen Walk property is currently comprised of large areas of meadow and forested areas. The Site generally drains from east to west,into the Plum Gulley Brook. Plum Gulley Brook ends at Vinton's Mill Pond. The discharge from Vinton's Mill Pond crosses under Route 30 and discharges through a culvert into the Podunk River. This is the ultimate analysis point for the entire Evergreen Walk development. The Site is within the 2,700 acre Plum Gulley Brook drainage area which is a sub-watershed of the 7,000 acre Podunk River Drainage area. The majority of the drainage area is residential areas along with portions being forest and farmlands. Approximately half the area is characterized by the Natural Resources Conservation Service (NRCS, formerly SCS) as soil type B. There are also small amounts of type A,C,and D soils. Boundaries of soil types are shown in Figure 3. A map showing the drainage basins is shown in Figure 4. The site lies outside the 500-year flood plain. Portions of the relevant Flood Insurance rate Map have been included as Figure S. Currently,the Unit 12 site consists of mostly grassed meadows. Detention basin 7 is located to the northwest of the proposed development,and detains runoff from the ECHN development as well as portions of the upland meadows,before discharging to the adjacent wetlands. Approximately 7.45 acres of the proposed Unit 12 development currently drains directly to the existing wetlands,west of the site. The roofs from the ECHN development are collected in a separate storm sewer system and discharge ' directly to the wetlands west of the site,north of detention basin 7. The wetland system to the west of the site was used as the ultimate outfall for this project. Drainage areas for the existing Unit 12 site are shown on DRA-01 in Appendix A. 3 Proposed Conditions ' Several portions of the overall Evergreen Walk site have been developed. At the southeast corner of the site,the LL Bean site has been constructed. To the north of LL Bean,adjacent to Buckland Street,the ' Promenade Shops at Evergreen Walk have been constructed. West of the Shops,portions of the Town Square at Evergreen Walk is currently under construction. In the northeast corner of the site,ECHN, ECHN II,and ECHN III have all been constructed. To the south of that,L.A. Fitness has also been ' constructed. Including the Unit 12 site,a total of approximately 87 acres of the Evergreen Walk development has been constructed. Currently,runoff from the ECHN development is collected in an existing storm sewer network,piped through a hydrodynamic separator,and discharged into detention basin 7. As a result of this proposed development,portions of this storm sewer network will need to be relocated,including the hydrodynamic separator.The increase in overall drainage catchment area as well as the addition of impervious surfaces will cause the peak flows entering detention basin 7 to increase. Therefore,a new hydrodynamic separator will be constructed to handle the appropriate water quality volumes and flows for the upstream area. \\Hgfs1\sys\P2000\481\A69\Drainange\Report\Stormwater Management Report.docx 4 �«s FUSS&O'NEILL Runoff from Unit 12 development will be collected in catch basins and conveyed through a pipe network to detention basin 7,which has an outlet control structure to manage peak flow rates leaving the basin. The area to the east of Unit 12 will remain as is. 1 Proposed conditions for the site were analyzed to determine the stormwater management impacts the site has on the downstream areas. The proposed development results in a decrease of runoff for the 2, 10,25,and 100-year design storms. The peak flows leaving detention basin 7 were also compared to the full build condition in the STC report. The results indicated that the flows leaving detention basin 7 were well below the design flows from the full build condition. These results along with a map of the watersheds and location of detention basin 7 can be found in Appendix B. The Town of South Windsor requires the stormwater management system to be designed to convey a 10-year design storm. However,the Unit 12 catch basin and pipe network has been designed to convey a 25-year design storm. Calculations are presented in Appendix C. The water quality of runoff from the developed site will be managed using widely accepted Best Management Practices (BMPs)including Ideep catch basin sumps, a pavement sweeping program,and a hydrodynamic separator. Peak flow rates for existing and proposed conditions into the adjacent wetlands are as follows: tExisting Wetlands Existing Proposed Net Net Design Storm Flow Flow Change Change (CFS) (CFS) (CFS) (%) 2 Year Design Storm 3.14 1.87 -1.27 -40% 10 Year Design Storm 10.28 2.76 -7.52 -73% 25 Year Design Storm 14.77 3.24 -11.53 -78% 100 Year Design Storm 23.34 4.07 -19.27 -83% Peak flow rates for the proposed and full build conditions from detention basin 7 are as follows: Detention Pond (DET#7) ull Proposed I B iln Available Available Design Storm Flow 1 Capacity Capacity (CFS) Flow((CFS)) (CFS) (%) 2 Year Design Storm 0.43 0.79 0.36 46% ' 10 Year Design Storm 0.73 1.99 1.26 63%. 25 Year Design Storm 1.02 2.40 1.38 58% 100 Year Design Storm 2.04 3.54 1.50 42% '.Taken from the STC Drainage Report \\Hgfs1\sys\P2000\481\A69\Drainange\Report\Stormwater Management Report.docx 5 �s 0 FUSS&O'NEILL 4 Construction Stormwater Management and Soil Erosion and Sedimentation Control A detailed E&S control plan has been prepared for the site. During construction,measures will be taken to reduce erosion and manage sedimentation from disturbed surfaces.The following Best Management Practices (BMPs)will be employed: • Stormwater collection structures will be fitted with filter fabric inserts to remove sediments from the run-off prior to entering the receiving drainage systems. • Silt fence will be installed at clearing limits and the down-gradient perimeter of the disturbed 1 • portion of the site. • Construction Entrances will be installed at the site entrance to prevent tracking of sediment onto paved surfaces.All other interfaces will be closed during construction to control the flow of construction traffic. • Existing on-site drainage features will remain in place and be cleaned and maintained as the new proposed system is constructed. 1 These BMPs will protect downstream stormwater collection systems following construction. The plan has been prepared in accordance with the 2002 Erosion and Sedimentation Control Guidelines (DEP Bulletin 34). Erosion and sedimentation control(E&S) details and narratives for construction periods are provided in the site plans. Stormwater inspection schedules and requirements are also provided,and are consistent ' with Connecticut's stormwater regulations. E&S details and procedures are consistent with the 2002 Guidelines for Soil Erosion and Sedimentation Control(DEP Bulletin 34),and Town requirements. 5 Post-Construction Water Quality Stormwater Best Management Practices (BMPs) and Low Impact Design (LID) elements will protect wetlands and watercourses following construction. LID elements that have been incorporated into design include: tA pavement sweeping program • Deep catch basin sumps IHydrodynamic separator These elements will combine to form a stormwater treatment train. Pavement sweeping will minimize the entry of road sand into the collection system. Runoff will first be collected into catch basins with 4- foot deep sumps. This will provide pretreatment, collecting sediments. Stormwater runoff collected in the catch basin and piping system will discharge through a hydrodynamic separator. The separator has 1 Hqfs1\sys\P2000\481\A69\Drainange\Report\Stormwater Management Report.docx 6 0 FUSS&O'NEILL been sized to accommodate the upstream drainage area. Some infiltration from the detention basin into 1 surrounding soils will occur. The water quality flow rate/volume and TSS removal for the site were calculated and addressed using a ' hydrodynamic separator. The calculations are presented in Appendix D. The separator will remove sediment from the first-flush of runoff(1-inch of rainfall) prior to discharging stormwater into the detention basin. The calculations demonstrate the project meets the state and federal regulatory goal of 1 the stormwater management system,which is to remove 80%of total suspended solids (TSS) from runoff Design measures and analyses incorporate commonly accepted BMPs and elements of LID,and are consistent with methods and guidelines set forth by the CTDEP Stormwater Quality Manual, Connecticut's and federal stormwater regulations and the Town of South Windsor. 6 Methods In order to be consistent with the STC Report and models,the watershed analysis for existing and proposed conditions were completed using the Haestad Method's Pondpack computer program.The ' Pondpack program is based on NRCS TR-20 methods. The methods described in the NRCS TR-55 manual were followed to calculate the curve number and time of concentration input data for this model. Design of the drainage system was completed using Bentley S stem's StormCAD V8 XM computer 1 program. Input information for the model was derived using the Rational Formula: Times of concentration for paved areas were assumed to be the minimum allowable time of 5 minutes. The StormCAD output indicates that all of the proposed pipes will have adequate capacity to not only manage the Town of South Windsor's 10-year design storm but also the 25-year design storm. 7 Summary 1 Peak run-off rates leaving the proposed developed site will decrease compared to existing conditions flow. Water quality improvement will be achieved by Best Management Practices. These BMPs are designed to remove 80% of Total Suspended Solids that may be present in runoff from the site. The stormwater management system design meets the requirements of the Town of South Windsor Improvement Specifications, the Connecticut Stormwater Quality Manual and Connecticut and federal stormwater regulations. \\Hgfs1\sys\P2000\481\A69\Drainange\Report\Stonnwater Management Report.docx 7 rax FUSS&O'NEILL 1 Figure 1 Site Location Map t . 1 1 1 1 i t t r w \ 6�� Ne -u o �•d�'-,--="d� y o •�• — •BM 0 .4 _ 1 it t. t,\_ irEw"� L� `-jam''-- �/� / �� ', �. i BM \: -) �� �' •� � _� _;. `ram / I ��!' .('/�� � , �\�, •�, 1�I��p(�_ � \33 .,;y-t•\ •� �� �a'��_�l � � fir � a - •_-\`\\�`• w�'r •• � �/y■' 1`/����cam' �"�� - •i _ � � �• �/�� �,���� `1V� 4� �.•o. , q �; o �- �-,..:tom .��� �\ _. =�`l'-�` �..,1 � � oil �• •�x �_���. •. 1 ( as2 250 •'� �=-j' APPROXIMATE " �\ • � °t �- SITE LOCATION goo tv h�- �4 � ,� , aa to •{ \ ( rr r � •1 ' � °LL° „ �•�I ��i---`�� •!y� � i AIM` / •.i •• ,I \ 0 0rL \I I/ 3 / �- _ ' `,1� \� / III `I \ •_. _ s %'( �1• C •` 84 I s w $',� W. .,, ��, � _ .f:•I r.l�l�J. ! NI 1�, v���.. ,I�"�r ma's.■.1 .:���f" ..�.. ,. '-:�t 'g MAP REFERENCE s THIS MAP WAS PREPARED FROM THE FOLLOWING 7.5 MINUTE SERIES TOPOGRAPHICAL MAP: MANCHESTER QUADRANGLE CONNECTICUT, 1952 PHOTO REVISED 1992. N 3 SCALE: EVERGREEN WALK,LLC PROJ.No.:2000481 A69 HORZ.:1"=2000' 7F1�■ 17CC DATE:0 5/2 812 0 1 4 a. VERT.: FUSS& ' 'tr DATUM: SITE LOCATION MAP % HORZ.: VERT,: 146 HARTFORD ROAD U 0 8 0.4G 24669 ER,CONNECTICUT W040 UNIT 12 EVERGREEN WALK FIG. £ —f ndo.com d GRAPHC SCALESOUTH WINDSOR CONNECTICUT L FUSS&O'NEILL Figure 2 Site Setting Map 1 _ > _ > wi h � /l�/���( /��f ) •� � �•� � 5 ,~fir � 1 '^ - � DETENTION BASIN 7 EXISTING / / ///�J � � i✓/ %^ / � � �i �// / / l'_ WETLANDS 1 (( r(/j"'J // � % // // J 1 f r ECHN OFFICE BUILDINGS IF aZ PROPOSED DEVELOPMENT _ / -`=r ,�� )/ ',� 1 I i / ! / / . © of > l , EXISTING WETLANDS LA FlTNESS //f PROJ.No.:20004BIA69 3 / - ! / / /f / / y / ( • I 1 DATE:061022014 FIG-2 1 LL 0 FUSS&O'NEILL Figure 3 U.S.D.A. Soil Survg 3 Hydrologic Soil Group—State of Connecticut 3 i M 702500 702600 702700 702800 702900 703000 703100 703200 703300 703400 703500 703600 41°49 16'N ® 41°49'16"N �Mp EW d M O M � i • l � nN� N M V M 8 N 11 8 al°48'ss'N N 41°48'S5'N 702500 702600 702700 702800 702900 703000 703100 703200 703300 703400 703500 703600 3 M Map Scale:1:3,190 if printed on 6 landscape(17'x 11")sheet, Meters N 0 45 90 180 270 Feet 0 150 300 600 900 ' Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 18N WGS84 USDA Natural Resources Web Soil Survey 5/20/2014 s Conservation Service National Cooperative Soil Survey Page 1 of 4 Hydrologic Soil Group—State of Connecticut MAP LEGEND MAP INFORMATION Area of Interest(AOI) C The soil surveys that comprise your AOI were mapped at 1:12,000. Soils Area of Interest(AOI) � C/D Warning:Soil Map may not be valid at this scale. Soil Rating Polygons D Enlargement of maps beyond the scale of mapping can cause A 0 Not rated or not available misunderstanding of the detail of mapping and accuracy of soil line placement.The maps do not show the small areas of contrasting A/D Water Features soils that could have been shown at a more detailed scale. Streams and Canals B Please rely on the bar scale on each ma sheet for ma Transportation Y p P ® B/D 144 Rails measurements. 0 C ^/ Interstate Highways Source of Map: Natural Resources Conservation Service C/D Web Soil Survey URL: hftp://websoilsurvey.nres.usda.gov ti US Routes Coordinate System: Web Mercator(EPSG:3857) ® D Major Roads Maps from the Web Soil Survey are based on the Web Mercator 0 Not rated or not available Local Roads projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the Soil Rating Lines Background Albers equal-area conic projection,should be used if more accurate A . Aerial Photography calculations of distance or area are required. A/D This product is generated from the USDA-NRCS certified data as of ,r B the version date(s)listed below. ti B/D Soil Survey Area: State of Connecticut C Survey Area Data: Version 11,Nov 19,2013 �I Soil map units are labeled(as space allows)for map scales 1:50,000 s C/D or larger. D Date(s)aerial images were photographed: Mar 28,2011—May • r Not rated or not available 12,2011 Soil Rating Points The orthophoto or other base map on which the soil lines were A compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting A/D of map unit boundaries may be evident. B B/D U�SDA Natural Resources Web Soil Survey 5/20/2014 Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group—State of Connecticut Hydrologic Soil Group Hydrologic Soil Group—Summary by Map Unit—State of Connecticut(CT600) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 9 Scitico,Shaker,and D 0.1 0.1% Maybid soils 12 Raypol silt loam D 12.0 12.6% 21A Ninigret and Tisbury B 16.9 17.6% soils,0 to 5 percent slopes 28A Elmridge fine sandy C 0.2 0.2% loam,0 to 3 percent slopes 28B Elmridge fine sandy C 9.5 9.9% loam,3 to 8 percent slopes 29B Agawam fine sandy B 1.1 1.2% loam,3 to 8 percent slopes 32A Haven and Enfield soils, B 14.1 14.7% 0 to 3 percent slopes ' 32B Haven and Enfield soils, B 31.1 32.5% 3 to 8 percent slopes 108 Saco silt loam D 10.5 10.9% ' 306 Udorthents-Urban land B 0.3 0.3% complex Totals for Area of Interest 95.7 100.0% USDA Natural Resources Web Soil Survey 5/20/2014 2111111111 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—State of Connecticut Description Hydrologic soil groups are based on estimates of runoff potential. Soils are ' assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. ' The soils in the United States are assigned to four groups (A, B, C, and D)and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: 1 Group A. Soils having a high infiltration rate (low runoff potential)when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. iGroup B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained ' soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist ' chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture.These soils have a slow rate of water transmission. tGroup D. Soils having a very slow infiltration rate(high runoff potential)when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer ' at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. ' Rating Options ' Aggregation Method. Dominant Condition Component Percent Cutoff. None Specified Tie-break Rule: Higher UsDA Natural Resources Web Soil Surrey 5/20/2014 � ' Conservation Service National Cooperative Soil Survey Page 4 of 4 0 FUSS&O'NEILL Figure 4 Drainage Basin Mapping i b''k-,,, UNITED STATES MANCHESTER QUADRANGLE 0'1 <c+ DEPARTMENT OF THE INTERIOR corlNlacrICUT lcuT er'3°� •0 GEOLOGICAL SURVEY 7.5 MINUTE SERIES(TOPOGRAPHIC). E 72.37'30" _ •36-L y io,rri�rew rA c Ng 35 ,gl raROAo 8Roo10 q3 32.30" 66000D rEET r05 w raN, tbl 22.30' 41.52'30" 4300 J�i;1 :Ia, ; t �•® : \f - \ a.L J - ; k nrsz'au., Vastern Section •;ty i ( Tv ah r%(� 3i [ !.Zl( ; t' ( �\ ap ,1 ) — L — `._.\ Stl \.l�.. JOrthern Division .s,g I C ,-- '� ,'�y 1 - l� (} \ �y ' ;onn.We Co. x, If .,; •y C„ ...rjv < �L 1� ''t �•. / \ - .�� ...>•--/' them Estates We)l e•air \ `�a� �qZ '`� ' r11.• itm 1 �-5��ram. J i :i::y.t ,�,,n. r� �••`;.'s,,' i. ` ,\ '[ •l 2__ rs„ �, V Id f 'll.,\� `/� �('� ,. ..\ �. r• /e^e� •.., �' •r�� ,a. G1 ? '� '��J-J.1 1$° I do r Er t i ' --` � •, miEr..' �`.J' ()� f4 \ '' 1 ` /`` s •�f r . r( t mdpoY y�. \� �' `"�• �- 1..� 11 / \ ear p / j+ l I r` .v,,,,y ). .,.o •'x? '�-NTR .I 4..` � � _ 1 f �� �` � '\,\, L ..,"\, I�•a s le`\l l �'a ,,,.:\ �q+• j ` ) .l c / b. �� \ ��IC 1 �!. � �AI tl.,..� •r.� � `t •,k�l,),"�� �` ��( " � \ l\ Tel I ,'Eawaws a". • ��� �'�_./ ;a�'` k.' f 9� .eJ,. ..�er�".a o ` 370000 /� vEeT I �t c k J 7 \' . `' I. f.[• �. _ pa• G,f`)artl l` ' (\{/ _` - r q� J` yky4vd �� {` l'•.\i y,� �` U` y � ).V �l 1 0 ,�'\1 'a ��.vv < ,. «1t a Hillsdale Water Corp. Jt� r .�', � •+ � �l� � off,' r' ♦\ l`t\� F'' [ ,.,s ••,d,n, '� ,'.3° `,�` �°�� •a\'� � �.. � ���� fit•, 11 �. a��um �; l� ` `�:., \.\ m4N_ � .•1 0 °U T I J ✓wL���� 1 _ l ` \ �� ��I/ ; ` yJ n„ L -• :� 7 :., �" Western Section � •G'•{` ? r .Er, ,r(a Northern Division : �" �' '� �. . 1'hl: L.•.so• so•- { 6r' p 1 T I` r '� r 1.a' )'�•,...,' ••`.. � �' � .'•7 °� Conn.Water Co. .....Yw.,w /� •'aa a� \a \'\ \ 'Woodland Perk Well ,/ 1{: ,y' p '.\� k 2 (`.•,' �• �\Y• \'• rot 1l, -. .7-- �1 "33,," us,9' v APPROXIMATE �, Y ar� ;i �;.' d&, waaaT SIT E LOCATION "� >r ,�i �L. � ��:'�'�" ✓'f�• 1\ �_,,� \, t }�. •t, �`- as { •v. l ,r +: t c ' :!'',G`.. t\q1 �- r \ . N xa a(r�!l (\t <a� 1 �t 1 \ �i:," '( 003 Burnham Acres Avery Heights Water �` a./ l \ �:1 ) ' `!'{ I ; `� ((��ti�lJ ) 1 \,Py,� \�\�. �.'a ._ ,'` ` r �l •�ri( �i �'� ' •Assn.,Inc. in rc0, 8�•��`•�:...,� ./ •i( 'ill', , tr','�•I�.l,�;t��'.,j a•%%7:•rlr• .�3�)/ ../ /'°.. \..�"S,-.+. ---,1 �.( •� � Q.�,\ .�'' tir�. t a�, '• .,lsd^� �" ":�.. f,•. x' ;` jf ,�' r/,tcl:. 'i��j( :`a. Y'/;j: ��7� 'II •�' 1\ r.% .� \ Q - ty '� ,1 � ,tt� I :.Yny �Q.. {��f .5.1�'F e',',I, s( 1.. r� I !6{ {\/ -� '•. � I..�, \G P _J / 1' `\ `�F 9a �°?'. (-.t /I 5..�;" [• ho - '`31i .Q � t I ��.. t, J � 11 .,15 !1)( �:� � , a`!i-' r _,2. .•\�. \�(( t:'' in ' i+`°5 ¢,: L Ax c :,,. .. � $�l .( 1'�t�? 1 ;9 .r�,+. /f p'a�\E'� [ ,�\. \ `,/ 4,`S � Lt j •. x /4+' .`)}�V / t r ( /E•Z !vr _ R ` _. �� 1 v�9 {S�Qt ..Ir C , o r.� } a .lJ /J ,, r �� T ^/, .�. \fir'r \,..{ !. !r✓° � L.�r• ° I%('I( n Er,ha,y,``1 ' 's'�(, 'Z('�� `.(,. �o °...t \` !t�• /_ V� S 1./�'^/ �1 y.1�.�anww" i� ;.,,.,.t 1"l`%'•�� �\� Er ti ' :� I oE/,': i'''`• .,�: �am b{5[ ,�,,�,..a:-.�•�i•:.'�::�i): ?�; s��T`...a } +,I.�l,\ r h Jj( w� � a I \�) ' � 1 '•;•,\ �`1 .� ' /rr_�J(q/I �C'ILJ� ♦ �, l J / ae� ` �,r}:.. 1' r_ ��r•'8 \ .,:. .., rjS ;�.\ ..'\ � ...`') 1i '� o.: \ J "/.cif,,.,.e.� \_. \. V `� 'i-� �IJ s/� . •,�• g \. \ 1 vl -µµ•• '-VJ �9 � P( � NIERCNA GE9 A� CJ Ixl _q• •t� �� Q�" s '�wM`_\ �t IG ��� ��): 1 8t, ��, 1 t \ .,��',..� N , t:.• ' < ,'�„"` ,� .lf �/ x oS-b'al.V tea- /'/k� �,?i, �' �w•w Y r:�^"'` I)I11' n t \ I `c �;cavrnwE,!(~' Manchester Water Dept. 47'30• 4 --"•`bIn �: "�/L\. '..S I{_•� (q ` i Y ! C ` \ E/� k ! (' t 47'30" "zg °a � �� �I�£'�"•tC'P•p4. P '\� ��;� .' y•�i`.�E�Y tea, �• r. n� t Manchester Water Dept. t�yy t- �yam- t Air I•� ,T�J � � lcl 'rw6 12 b .�, 1j, •f $ 1 I1�6'W k•a u 'F .::1a t + r . - g ,_ •+ .' •.,�. " 1 Manchester Water p ` P 'F. n #,, r, w °^a/ �T a..t ti. ,✓: 0 $, Leine WellOe ..(,... \` a /`„- ... ..._' RM{D Ti .•. �^,'A�y 3`y- d t. Love � ( _r�� � 9 `t���'' 4",�.�e;r�;l�.. tnN,•e row\r.;•;.� , �'•._:, � a'�y, r r .: .I r', 'AJ •�!'•.t '� Z•_)r� _1(�..., _' eIIA° :i s • a _ `+ �.r O�is i F yf •, �. 1 .t u ��� L -27 rjn Fz°. v=r•' l,y n• '�. ad .Ab ,.•� I +/ :i�,l.,°/ a� to\t •i.' a: ,�• ,ty� ~r,3, ,\;-'ma.% ' Saw- I o !_. t vdd _. / ,C,.(y/' n,I .9: .•r• (...::. _ (r� ; K.,10• haia••�. •/ \ .' k d! •y ° Manchester Water Dept. o" pit` {V, ft /- .%��.//�. J �� _ 3,a < I I 'j 1(. Charter Oak St.Wells S?. i.r f/�. r�1, 'tky' '"S?::i�3;` ,,p :ver •i�i. 'j"._ � l,(t ( '1 ~ �"'•, •./:• � on L .E2�� ( K\-. ! .,+..ss- �,' RFIt•: -4 t `' i rt6a5� l' , ;/!?k.-, Ir, ••� � 1 r t E,l it 1 - [ 7 t 1 .. l '. I •tip i'. E ., i ,.•• rr'•• 1 W 11i r. Lr 'r z ^b ,J/ .i \+c+l `Pts Manchester Water Dept. �J{�_� �9 % � •:.rC, i.: `'y$ ����r•� ) Y� 11�. ..p, p. RE�ISCNLEIe'- : ,ve••t' r i . +i ,:•/(".�,, LoV /CW [,( '/- �'% \ / r ,rt5 AjRCURr ° J �. ' 'I" (ft''g '; d7" <s 4 ' 1 ttl 3 r. I.,� t' Globe Hollow Reservoir AKA:Highland Park Res.. 1 T P' sr J P •fir� �� mte+'Pbl � „ •^>;a't_�1 .I � � t !�� S) r,�� lea I .••d- ""`-, ^r � / +lay L • t ilt >; in �,'^ L ( rF <C' & ' /[ �� ��(�" VF N•o , 'u ' -" Manchester Water Dept. r�. nm p 41.4s• ,' ^�� _ '^• a_ • n Fern Street Well 72.37'30" '94 auargrauwr a.z a0000 FEET rdp 35'el soN z.s w.,ar racnBOONNU Rn p3 01 32.30" NS • '`ems r°e°ww.e ",' A nNiM`iw r' " 72.30' Mapped,edited,and published by the Geological Survey SCALE 4 `4 So}o Revised in cooperation with Connecticut Highway Department ;�_�_ "'Er ROAD CLASSIFICATION 4P O t 0p rCW �o Loop — — — — moo«O q a Conbol M USGS,USC6G5,ana C4nneceeul Geodetic 5mvey _ � Heavyduty LigM.tluly .... .. •.,off' AE>et TopotraPAY M 91aneWblc-1 .5 o I Nl eolEa e°a rays 1942. Revises 1953 - M4divmduty - _.- Unimprovd din Polycenic proiechon. 1927 North American datum CONTOUR'INTERVAL 10 FEET 10.000•loot grid eased 4n ,scxcut coo,a,het,system z'OM ny DATUM Is MEAN SEA LEVEL Q tnterstale Rate ©U,S.Route (�State Route 1000.mcis,uh,"'at Tronsvas.Mishud.,a,id ticks, C4xnEc,KV, tone lb,shown in blue ns nwz µ ��- -38 Fine red sashed ch to ial s to olin,lea lance and i Imes where .. .... ... genar.nr viume on aerial vnot4e,apes. This immmauon is wren«wa U1o"ru"�;nli..e<cNia`o'rRs+in" au.oa+ulc.r Lauro" MANCHESTER,CONN. Red hnt irMical<s areas in which only YntlmarX eurltlings srs shown N4145-W7230/7.5 Ives PHOTOREVISED less AMS 6a6r 16E-SERIES v816 FUSS&O'NEILL Figure 5 Flood Insurance Kate Map (Ma Numbers: 09003C0383F, Revised: September 26, 2008) r _r4f,III, "" - 93 ZONE Xf nal Flood Insurance Program at(800)638-6620. u � - '- . ~ • rf t ;+� ZONE X �.-- ZONE AE r ` MAP SCALE 1" = 500' S x - �� ��' t 50 0 500 10 FEET - 00 < t < 6 { SST0 y ' cz, 4 �Z®N E A E. � rl .-# ,e�,� ` Pit ! „ �� = 4 �' `r w ti2�' `\ ZONEA o ` Culvert �iX NE X, XPANEL 0383F ZONE .•� (0. , ,t J v . • - _ t Z t ,- t e ZONE'AE .� Petersen and , �. r ��. 4 FIRM O e O,NE,X s A X W �, - NEB , . � �. -�� ;;; r 'ZO v: , r i 6 ram.` ,. . _ , ><.. FLOOD INSURANCE RATE MAP CONNECTICUT HARTFORD COUNTY, + T:'r - � " ' (ALL JURISDICTIONS) i • VjCW'T ERr PANEL 383 OF 675 - .. qJJq W 11}�•. Plurn Gulley;: (SEE MAP INDEX FOR FIRM PANEL LAYOUT) ^ Brook , ;' � n�r .. `ZONE ` I +sue., t convauNiry �A-BER PANEL- �FFIX M4N r STER,TONH OF gggA9t 0383 F 74ZONE XSOUTRKNOSORTOWNOF g � �p �; F � v�... 'i � 1•�'✓fi �d:., � `mix I -,1 �I : e } ` tv Not cn to llser.TF M p Number Chown beow shou d be used 72 ZONE X 5 � - ;F d r141I11 when pf.i g map d the CammunNy Number shown R 11 fll l 44a. ,s- q - y .. ahova choud be tl on nay.ance appl cst�ons for tFe s.ibfeot c'A t+• * �� F ,l to y 1;�1uf, k" .s ;- �. os MAP NUMBER 09003CO383F EFFECTIVE DATE: EPTEMBER 26,2008 ZONE a: e `>-�=� �. ar� °•�e TRm Fede t1 Emergency M ngement Agency S OZONE X cg y f This is an official copy of a portion of the above referenced flood map. It "' ; 1 ' r •, ' was extracted using F-MIT On-Line. This map does not reflect changes or amendments which may have been made subsequent to the date on the title block. For the latest product information about National Flood Insurance - - - c r--. •x 4, C7 Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov � � r rr rr ■r � r ■� � � r r r � r r r r� d insurance is available in this community, contact yo LEGENDnal Flood Insurance Program at(800)638-6620. SPECIAL FLOOD HAZARD AREAS SUBJECT TO INUNDATION Q •"'``�Sr,' BY THE 1% ANNUAL CHANCE FLOOD EVENT MAP SCALE 1' = 500' The 1% annual chance flood (100-year flood), also known as the base flood, is the flood 50 0 500 1000 that has a 1% chance of being equaled or exceeded in any given year. The Special FFICT Flood Hazard Area is the area subject to flooding by the 1% annual chance flood. Areas of Special Flood Hazard include Zones A, AE, AH, AO, AR, A99, V, and VE. The Base Flood Elevation is the water surface elevation of the 1%annual chance flood. ZONE A No base flood elevations determined. ZONE X Areas determined to be outside the 0.2%annual chance floodplain. ZONE AE Base flood elevations determined. ZONE D Areas in which flood hazards are undetermined,but possible. ZONE AH Flood depths of 1 to 3 feet (usually areas of ponding); base flood ® COASTAL BARRIER RESOURCES SYSTEM ICBRS)AREAS elevations determined. ZONE AO Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain); 7 OTHERWISE PROTECTED AREAS IOPASI average depths determined. For areas of alluvial fan flooding, velocities CBRS areas and OPAs are normally located within or adjacent to Special Flood Hazard Areas. also determined. 1%annual chance floodplain boundary 0.2%annual chance floodplain boundary ZONE AR Area of special flood hazard formerly protected from the 196 annual —— Floodwsy boundary chance flood event by a flood control system that was subsequently zone D boundary decertified. Zone AR indicates that the former flood control system is ......aaa..aaaaa being restored to provide protection from the 1% annual chance or CBRs and OPA boundary greater flood event. — Boundary dividing Special Flood Hazard Areas of different ' 1'' • ' '=X i'' Base Flood Elevations,flood depths or velocities. ZONEA99 Area to be protected from 196 annual chance flood event by a Federal 513-^^^^^«^ Base Flood Elevation line and value;elevation in0• flood protection system under construction, no base flood elevations (EL 867) Ben Elevation value where uniform within zone; determined. elevation In n o• *Referenced to the North American Vertical Datum of 1988 ZONE Coastal flood zone with velocity hazard (wave action); no base flood <A A Cron Section Line elevations determined. _____.� Transact Line ZONE VE Coastal flood zone with velocity hazard (wave action); base flood elevations 97'07'30•.32"2230• Geographic coordinates referenced to the North American determined. Datum of 1883(NAD 83) 4276000M 1000-meter Universal Transverse Mercator grid value,zone 18 t.. ...'• s00000 FT 50oo-}toot grid tick. FLOODWAY AREAS IN ZONE AE DX551 O X Bench mark (am explanation in Notes to Users notion of The floodway is the channel of .a stream plus any adjacent floodplain areas that must be this FIRM panel). kept free of encroachment so that the 1% annual chance flood can be carried without •M1.5 River Mile substantial increases in flood heights. MAP REPOSITORY Refer to Repository Listing on Index Map OTHER FLOOD AREAS EFFECTIVE DATE OF COUNTYWIDE FLOOD INSURANCE RATE MAP SEPTEMBER 20,2008 ZONE Areas of 0.2% annual chance flood; areas of 1% annual chance flood EFFECTIVE DATE(S)0F REVISION(S)TO THIS PANEL with average depths of less than 1 foot or with drainage areas less than 1 square mile; and areas protected by levees from 1% annual chance flood. OTHER AREAS ZONE X Areas determined to be outside the 0.2%annual chance floodplain. This is an official copy of a portion of the above referenced flood map. It was extracted using F-MIT On-Line. This map does not reflect changes ZONE D Areas in which flood hazards are undetermined,but possible. or amendments which may have been made subsequent to the date on the title block. For the latest product information about National Flood Insurance Program flood maps check the FEMA.Flood Map.Store at.wvv.wmsc:fema.gov FUSS&O'NEILL Appendix A ' Drainage Analysis of Existing Conditions Z > Z > C 1 I J , I a $ a r I;� � 1 ��I[ ( '��!`_��/_j�� �ll�_ b,�`h• ` � � � � Per�" . \ \ I �/ ,� � �f� (' �, CM-2 DETENTION BASIN 7 � f J 018 II EXISTING WETLANDS cm i mu /k lll j � / \ Y �`��� -- 1 �\ � ` I I, f it ` �•' / 2 6 f � � W LEGEND w OVERALL WATERSHED IMPERVIOUS SURFACE 'a BOUNDARY a ------ WATERSHED IMPERVIOUS SURFACE BOUNDARY —ROOF f i TIME OF PERVIOUS SURFACE ( rl r/ / i r li� g f o PROJ.No.:2000481.A69 i s CONCENTRATION PATH — LAWN AREA / { k / ))) / f a yyyEEE PERVIOUS SURFACE _— // CM— / / -/ / /f j �� ° .k a `//1/"/ DATE 06/02/2014 J a SOIL TYPE BOUNDARY — MEADOW AREA1 }: �! �, = �� : , DRA-01 w 60A LLN y � ' Scenario: 100-Year C -1 C -2 DETENTION ASIN 7 POE-1 ' Otltlet r EXISTING WETLANDS Bentley Systems,Inc. Haestad Methods Solution Bentley PondPack V8i Exi sti ng.ppc Center [08.11.01.54] 5/27/2014 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 Table of Contents Master Network Summary 1 CM-1 TypeIII 24hr(3.2 in) Time of Concentration 2 Calculations CM-2 TypeIII 24hr(3.2 in) Time of Concentration 4 Calculations DETENTION BASIN 7 TypeIII 24hr(3.2 in) ' Elevation-Area Volume 6 Curve Volume Equations 7 Detention 7 TypeIII 24hr(3.2 in) Outlet Input Data 8 Composite Rating Curve 12 DETENTION BASIN 7(IN)TypeIII 24hr(3.2 in) Level Pool Pond Routing 13 Summary Level Pool Pond Routing 14 Summary Level Pool Pond Routing 15 Summary Level Pool Pond Routing 16 Summary i Subsection: Master Network Summary Catchments Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/S) (years) (ac-ft) CM-1 2-Year 2 0.770 12.250 6.56 CM-1 10-Year 10 1.748 12.200 16.41 CM-1 25-Year 25 2.347 12.200 22.52 CM-1 100-Year 100 3.479 12.200 33.95 CM-2 2-Year 2 0.335 12.100 3.14 CM-2 10-Year 10 0.868 12.100 10.28 CM-2 25-Year 25 1.209 12.100 14.77 CM-2 I 100-Year. 1 1001 1.873 12.1001 23.34 Node Summary Label Scenario Retum Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/S) (years) (ac-ft) EXISTING WETLANDS 2-Year 2 0.355 12.100 3.14 EXISTING WETLANDS 10-Year 10 1.205 12.100 10.28 EXISTING WETLANDS 25-Year 25 1.672 12.100 14.77 EXISTING WETLANDS 100-Year 100 2.509 12.100 23.34 Pond Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum Event Volume (hours) (ft3/S) Water Pond Storage (years) (ac-ft) Surface (ac-ft) Elevation (ft) DETENTION 2-Year 2 0.770 12.250 6.56 (N/A) (N/A) BASIN 7(IN) DETENTION BASIN 7 2-Year 2 0.020 24.000 0.07 91.15 0.748 (our) DETENTION 10-Year 10 1.748 12.200 16.41 (N/A) (N/A) BASIN 7(IN) DETENTION BASIN 7 10-Year 10 0.337 23.050 0.40 92.09 1.411 DETENTION 25-Year 25 2.347 12.200 22.52 (N/A) (N/A) BASIN 7(IN) DETENTION BASIN 7 25-Year 25 0.463 22.750 0.52 92.72 1.885 (OUT) DETENTION 100-Year 100 3.479 12.200 33.95 (N/A) (N/A) BASIN 7(IN) DETENTION BASIN 7 100-Year 100 0.636 22.950 0.70 93.91 2.845 (OUT) Bentley Systems,Inc. Haestad Methods Solution Bentley PondPack V8i Existing.ppc Center [08.11.01.54] 5/27/2014 27 Siemon Company Drive Suite 200 W Page 1 of 16 Watertown,CT 06795 USA +1-203-755-1666 Subsection: Time of Concentration Calculations Return Event: 2 years Label: CM-1 Storm Event: TypeIII 24hr(3.2 in) ! Time of Concentration Results Segment#1: TR-55 Sheet Flow ! Hydraulic Length 100.00 ft Manning's n 0.240 Slope 0.037 ft/ft 2 Year 24 Hour Depth 3.2 in Average Velocity 0.15 ft/s Segment Time of 0.187 hours Concentration Segment#2: TR-55 Shallow Concentrated Flow Hydraulic Length 1,075.00 ft Is Paved? False Slope 0.036 ft/ft Average Velocity 3.05 ft/s Segment Time of 0.098 hours Concentration Time of Concentration(Composite) Time of Concentration 0.285 hours (Composite) ! ! 1 Bentley Systems,Inc. Haestad Methods Solution Bentley PondPack V8i Exlsting.ppc Center [08.11.01.54] 5/27/2014 27 Siemon Company Drive Suite 200 W Page 2 of 16 Watertown,CT 06795 USA +1-203-755-1666 Subsection: Time of Concentration Calculations Return Event: 2 years Label: CM-1 Storm Event: TypeIII 24hr(3.2 in) SCS Channel Flow R=Qa/Wp ' Tc= V= (1.49 *(R**(2/3))* (Sf**-0.5))/n (Lf/V)/3600 R= Hydraulic radius Aq= Flow area,square feet Wp=Wetted perimeter,feet Where: V=Velocity,ft/sec Sf=Slope,ft/ft n= Manning's n Tc=Time of concentration, hours Lf= Flow length,feet SCS TR-55 Shallow Concentration Flow Unpaved surface: V= 16.1345*(Sf**0.5) Tc Paved Surface: V= 20,3282*(Sf**0.5) (Lf/V)/3600 V=Velocity,ft/sec Where: Sf= Slope,ft/ft ' Tc=Time of concentration, hours Lf= Flow length,feet Bentley Systems,Inc. Haestad Methods Solution Bentley PondPack V8i Epsting.ppc Center [08.11.01.54] 5/27/2014 27 Siemon Company Drive Suite 200 W Page 3 of 16 Watertown,CT 06795 USA +1-203-755-1666 Subsection: Time of Concentration Calculations Return Event: 2 years Label: CM-2 Storm Event: TypeIII 24hr(3.2 in) ! Time of Concentration Results Segment#1: TR-55 Sheet Flow Hydraulic Length 100.00 ft Manning's n 0.024 Slope 0.110 ft/ft 2 Year 24 Hour Depth 3.2 in Average Velocity 1.46 ft/s Segment Time of 0.019 hours Concentration Segment#2: TR-55 Shallow Concentrated Flow Hydraulic Length 335.00 ft Is Paved? False Slope 0.045 ft/ft ! Average Velocity 3.42 ft/s Segment Time of 0.027 hours Concentration Time of Concentration(Composite) Time of Concentration 0.083 hours (Composite) r Bentley Systems,Inc. Haestad Methods Solution Bentley PondPack V8i Existing.ppc Center [08.11.01.54] 5/27/2014 27 Siemon Company Drive Suite 200 W Page 4 of 16 Watertown,CT 06795 USA +1-203-755-1666 Subsection: Time of Concentration Calculations Return Event: 2 years Label: CM-2 Storm Event: TypeIII 24hr(3.2 in) SCS Channel Flow R=Qa/Wp Tc= V= (1.49*(R**(2/3))*(Sf**-0.5))/n (Lf/V)/3600 R=Hydraulic radius Aq= Flow area,square feet Wp=Wetted perimeter,feet Where: V=Velocity,ft/sec Sf= Slope,ft/ft n= Manning's n Tc=Time of concentration, hours Lf= Flow length,feet SCS TR-55 Shallow Concentration Flow Unpaved surface: V= 16.1345*(Sf**0.5) Tc= Paved Surface: V=20.3282*(Sf**0.5) t (Lf/V)/3600 V=Velocity,ft/sec Where: Sf= Slope,ft/ft Tc=Time of concentration, hours Lf= Flow length,feet I Bentley Systems,Inc. Haestad Methods Solution Bentley Pond Pack VSi Ebsting.ppc Center [08.11.01.54] 5/27/2014 27 Siemon Company Drive Suite 200 W Page 5 of 16 Watertown,CT 06796 USA +1-203-755-1666 Subsection: Elevation-Area Volume Curve Return Event: 2 years Label: DETENTION BASIN 7 Storm Event: TypeIII 24hr(3.2 in) Elevation Planimeter Area Al+A2+sqr Volume Volume(Total) (ft) (ft2) (acres) (Al*A2) (ac-ft) (ac-ft) (acres) 90.00 0.0 0.618 0.000 0.000 0.000 92.00 0.0 0.730 2.020 1.346 1.346 94.00 0.0 0.850 2.368 1.578 2.925 96.00 0.0 0.980 2.743 1.828 4.753 98.00 0.0 1.110 3.133 2.089 6.842 100.001 0.01 1,2501 3.538 1 2.3591 9.201 I Bentley Systems,Inc. Haestad Methods Solution Bentley PondPack V8i E)dsting.ppc Center [08.11.01.54] 5/27/2014 27 Siemon Company Drive Suite 200 W Page 6 of 16 Watertown,CT 06795 USA +1-203-755-1666 Subsection: Volume Equations Return Event: 2 years Label:- DETENTION BASIN 7 Storm Event: TypeIII 24hr(3.2 in) Pond Volume Equations * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2- Eli)* (Areal +Area2 +sgr(Areal * Area2)) where: ELi, EL2 Lower and upper elevations of the increment Areal,Areal Areas computed for ELl,EL2, respectively Volume Incremental volume between EL1 and EL2 I 1 1 t Bentley Systems,Inc. Haestad Methods Solution Bentley PondPack V8i Existing.ppc Center [08.11.01.54] 5/27/2014 27 Siemon Company Drive Suite 200 W Page 7 of 16 Watertown,CT 06795 USA +1-203-755-1666 i Subsection: Outlet Input Da ta ata Return Event: 2 years Label: Detention 7 Storm Event: TypeIII 24hr(3.2 in) Requested Pond Water Surface Elevations Minimum(Headwater) 90.00 ft Increment(Headwater) 0.50 ft Maximum(Headwater) 100.00 ft Outlet Connectivity Structure Type Outlet ID Direction outfall El E2 (ft) (ft) Orifice-Circular MID Forward 18"CPP 95.00 100.00 Orifice-Circular HIGH Forward 18"CPP 98.00 100.00 Inlet Box CB Forward 18"CPP 99.00 100.00 Orifice-Circular LOW Forward 18"CPP 91.00 100.00 Culvert-Circular 18"CPP Forward TW 88.00 100.00 Tailwater Settings Tailwater (N/A) (N/A) j 1 f j j I Bentley Systems,Inc. Haestad Methods Solution Bentley PondPack V8i E)dsting.ppc Center [08.11.01.54] 5/27/2014 27 Siemon Company Drive Suite 200 W Page 8 of 16 Watertown,CT 06795 USA +1-203-755-1666 Subsection: Outlet Input Data Return Event: 2 years Label: Detention 7 Storm Event:_TypeIII 24hr(3.2 in) Structure ID: LOW Structure Type: Orifice-Circular Number of Openings 1 Elevation 91.00 ft Orifice Diameter 4.0 in Orifice Coefficient 0.600 Structure ID: MID Structure Type: Orifice-Circular Number of Openings 1 Elevation 95.00 ft Orifice Diameter 6.0 in Orifice Coefficient 0.600 Structure ID: HIGH Structure Type: Orifice-Circular Number of Openings 1 Elevation 98.00 ft Orifice Diameter 6.0 in Orifice Coefficient 0.600 Structure ID: CB Structure Type: Inlet Box Number of Openings i Elevation 99.00 ft Orifice Area 7.5 ftz Orifice Coefficient 0.600 Weir Length 6.00 ft Weir Coefficient 3.30(ft^0.5)/s K Reverse 1.000 Manning's n 0.000 Kev,Charged Riser 0:000 Weir Submergence False Orifice H to crest .False Structure ID: 18 CPP StructureType: Culvert-Circular Number of Barrels 1 Diameter 18.0 in Length 71.00 ft Length(Computed Barrel) 71.09 ft Slope(Computed) 0.049 ft/ft Outlet Control Data Bentley Systems,Inc. Haestad Methods Solution Bentley PondPack V8i Ddsting.ppc Center [08.11.01.54] Subsection: Outlet Input Data Return Event: 2 years Label: Detention 7 -Storm Event: TypeIII 24hr(3.2 in) Outlet Control Data Manning's n 0.013 Ke 0.200 Kb 0.018 Kr 0.000 Convergence Tolerance 0.00 ft Inlet Control Data Equation Form Form 1 K 0.0045 M 2.0000 C 0.0317 Y 0.6900 T1 ratio(HW/D) 0.000 T2 ratio(HW/D) 1.173 Slope Correction Factor -0.500 Use unsubmerged inlet control 0 equation below T1 elevation. Use submerged inlet control 0 equation above T2 elevation In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 &T2... T1 Elevation 88.00 ft Ti Flow 7.58 ft3/s T2 Elevation 89.76 ft T2 Flow 8.66 ft3/s I j Bentley Systems,Inc. Haestad Methods Solution Bentley PondPack V8i 6dsting.ppc Center [08.11.01.54] 5/27/2014 27 Siemon Company Drive Suite 200 W Page 10 of 16 Watertown,CT 06795 USA +1-203-755-1666 i j Subsection: Outlet Input Data Return Event: 2 years Label: Detention 7 Storm Event: TypeIII 24hr(3.2 in) Structure ID: TW Structure Type: TW Setup,DS Channel Tailwater Type Free Outfall Convergence Tolerances Maximum Iterations 30 Tailwater Tolerance 0.01 ft (Minimum) Tailwater Tolerance 0.50 ft (Maximum) Headwater Tolerance 0.01 ft (Minimum) Headwater Tolerance 0.50 ft (Maximum) Flow Tolerance(Minimum) 0.001 ft3/s Flow Tolerance(Maximum) 10.000 ft3/s t I t j Bentley Systems,Inc. Haestad Methods Solution Bentley PondPack V8i E)asting.ppc Center [08.11.01.54] 5/27/2014 27 Siemon Company Drive Suite 200 W Page 11 of 16 Watertown,CT 06795 USA +1-203-755-1666 Subsection: Composite Rating Curve Return Event: 2 ear p 9 years Label: Detention 7 Storm Event: TypeIII 24hr(3.2 in) Composite Outflow Summary Water Surface Flow Tailwater Elevation Convergence Error Elevation (ft3/s) (ft) (ft) 90.00 0.00 (N/A) 0.00 90.50 0.00 (N/A) 0.00 91.00 0.00 (N/A) 0.00 91.50 0.24 (N/A) 0.00 92.00 0.38 (N/A) 0.00 92.50 0.49 (N/A) 0.00 93.00 0.57 (N/A) 0.00 93.50 0.64 (N/A) 0.00 1 94.00 0.71 (N/A) 0.00 94.50 0.77 (N/A) 0.00 95.00 0.82 (N/A) 0.00 95.50 1.35 (N/A) 0.00 96.00 1.74 (N/A) 0.00 96.50 2.03 (N/A) 0.0,0 97.00 2.26 (N/A) 0.00 97.50 2.47 (N/A) 0.00 98.00 2.67 (N/A) 0.00 98.50 3.31 (N/A) 0.00 99.00 3.82 (N/A) 0.00 99.50 11.22 (N/A) 0.00 100.001 24.04 (N/A) 1 0.00 Contributing Structures (no Q: MID,HIGH,CB,L0W,18"CPP) (no Q: MID,HIGH,CB,L0W,18"CPP) (no Q: MID,HIGH,CB,L0W,18"CPP) LOW,18"CPP (no Q: MID,HIGH,CB) LOW,18"CPP (no Q: MID,HIGH,CB) LOW,18"CPP (no Q: MID,HIGH,CB) LOW,18"CPP (no Q: MID,HIGH,CB) LOW,18"CPP (no Q: MID,HIGH,CB) LOW,18"CPP' (no Q: MID,HIGH,CB) LOW,18"CPP (no Q: MID,HIGH,CB) LOW,18"CPP (no Q: MID,HIGH,CB) MID,LOW,18"CPP (no Q: HIGH,CB) MID,LOW,18"CPP (no Q: HIGH,CB) MID,LOW,18"CPP (no Q: HIGH,CB) MID,LOW,18"CPP (no Q: HIGH,CB) MID,LOW,18"CPP (no Q: HIGH,CB) MID,LOW,18"CPP (no Q: HIGH,CB) MID,HIGH,LOW,18"CPP (no Q:CB) MID,HIGH,LOW,18"CPP (no Q:CB) MID,HIGH,CB,L0W,18"CPP 1V1ID,HIGH,CB,L0W,18"CPP Bentley Systems,Inc. Haestad Methods Solution Bentley PondPack V8i Epsting.ppc Center [08.11.01.54] 5/27/2014 27 Siemon Company Drive Suite 200 W Page 12 of 16 Watertown,CT 06795 USA +1-203-755-1666 Subsection: Level Po ol Pond Routing Summary Return.Event: 2 years Label: DETENTION BASIN 7(IN) Storm Event: TypeIII 24hr(3.2 in) Infiltration Infiltration Method No Infiltration (Computed) Initial Conditions Elevation(Water Surface, 90.00 ft Initial) Volume(Initial) 0.000 ac-ft Flow(Initial Outlet) 0.00 ft3/s Flow(Initial Infiltration) 0.00 ft3/s Flow(Initial,Total) 0.00 ft3/s Time Increment 0.050 hours Inflow/Outflow Hydrograph Summary Flow(Peak In) 6.56 ft3/s Time to Peak(Flow,In) 12.250 hours Flow(Peak Outlet) 0.07 ft3/s Time to Peak(Flow,Outlet) 24.000 hours Elevation(Water Surface, 91.15 ft Peak) Volume(Peak) 0.748 ac-ft Mass Balance(ac-ft) Volume(Initial) 0.000 ac-ft Volume(Total Inflow) 0.770 ac-ft Volume(Total Infiltration) 0.000 ac-ft Volume(Total Outlet Outflow) 0.020 ac-ft ' Volume(Retained) 0.747 ac-ft Volume(Unrouted) -0.002 ac-ft Error(Mass Balance) 0.2 Bentley Systems,Inc. Haestad Methods Solution Bentley PondPack V8i Existing.ppc Center 108.11.01.64] 5/27/2014 27 Siemon Company Drive Suite 200 W Page 13 of 16 Watertown,CT 06795 USA +1-203-755-1666 Subsection: Level Pool Pond Routing Summary Return Event: 10 years Label: DETENTION BASIN 7(IN) Storm Event: TypeIII 24hr(4.7 in) Infiltration Infiltration Method No Infiltration (Computed) Initial Conditions Elevation(Water Surface, 90.00 ft Initial) Volume(Initial) 0.000 ac-ft Flow(Initial Outlet) 0.00 ft3/S Flow(Initial Infiltration) 0.00 ft3/S Flow(Initial,Total) 0.00 ft3/S Time Increment 0.050 hours Inflow/Outflow Hydrograph Summary Flow(Peak In) 16.41 ft3/S Time to Peak(Flow,In) 12.200 hours Flow(Peak Outlet) 0.40 ft3/s Time to Peak(Flow,Outlet) 23.050 hours Elevation(Water Surface, 92.09 ft Peak) Volume(Peak) 1.411 ac-ft Mass Balance(ac-ft) Volume(Initial) 0.000 ac-ft Volume(Total Inflow) 1.748 ac-ft Volume(Total Infiltration) 0.000 ac-ft Volume(Total Outlet 0.337 ac-ft Outflow) Volume(Retained) 1.408 ac-ft Volume(Unrouted) -0.003 ac-ft Error(Mass Balance) 0.2 % r� Bentley Systems,Inc. Haestad Methods Solution Bentley PondPack V8i E)dsting.ppc Center [08.11.01.64] 5/27/2014 27 Siemon Company Drive Suite 200 W Page 14 of 16 Watertown,CT 06795 USA +1-203-755-1666 Subsection: Level Pool Pond Routing Summary Return Event: 25 years Label: DETENTION BASIN 7(IN) Storm Event: TypeIII 24hr(5.5 in) Infiltration Infiltration Method No Infiltration , (Computed) Initial Conditions Elevation(Water Surface, 90.00 ft Initial) Volume(Initial) 0.000 ac-ft Flow(Initial Outlet) 0.00 ft3/s Flow(Initial Infiltration) 0.00 ft3/s Flow(Initial,Total) 0.00 ft3/s Time Increment 0.050 hours Inflow/Outflow Hydrograph Summary Flow(Peak In) 22.52 ft3/s Time to Peak(Flow,In) 12.200 hours Flow(Peak Outlet) 0.52 ft3/s Time to Peak(Flow,Outlet) 22.750 hours Elevation(Water Surface, 92.72 ft Peak) Volume(Peak) 1.885 ac ft Mass Balance(ac-ft) Volume(Initial) 0.000 ac-ft Volume(Total Inflow) 2.347 ac-ft Volume(Total Infiltration) 0.000 ac-ft Volume(Total Outlet 0.463 ac-ft Outflow) Volume(Retained) 1.879 ac-ft Volume(Unrouted) -0.004 ac-ft Error(Mass Balance) 0.2 % Bentley Systems,Inc. Haestad Methods Solution Bentley PondPack V8i Exdstmg.ppc Center [08.11.01.54] 5/27/2014 27 Siemon Company Drive Suite 200 W Page 15 of 16 Watertown,CT 06795 USA +1-203-755-1666 Subsection: Level Pool Pond Routing Summary Return Event: 100 years Label: DETENTION BASIN 7(IN) Storm Event: TypeIII 24hr(6.9 in) Infiltration Infiltration Method No Infiltration (Computed) Initial Conditions Elevation(Water Surface, 90.00 ft Initial) Volume(Initial) 0.000 ac-ft Flow(Initial Outlet) 0.00 ft3/S Flow(Initial Infiltration) 0.00 ft3/S Flow(Initial,Total) 0.00 ft3/S Time Increment 0.056 hours Inflow/Outflow Hydrograph Summary Flow(Peak In) 33.95 ft3/s Time to Peak(Flow,In) 12.200 hours Flow(Peak Outlet) 0.70 ft3/s Time to Peak(Flow,Outlet) 22.950 hours Elevation(Water Surface, 93.91 ft Peak) Volume(Peak) 2.845 ac-ft Mass Balance(ac-ft) Volume(Initial) 0.000 ac-ft Volume(Total Inflow) 3.479 ac-ft Volume(Total Infiltration) 0.000 ac-ft Volume(Total Outlet 0.636 ac-ft Outflow) Volume(Retained) 2.838 ac-ft Volume(Unrouted) -0.004 ac-ft Error(Mass Balance) 0.1 % Bentley Systems,Inc. Haestad Methods Solution Bentley PondPack V8i Existing.ppc Center [08.11.01.54] 5/27/2014 27 Siemon Company Drive Suite 200 W Page 16 of 16 Watertown,CT 06795 USA +1-203-755-1666 1 FUSS&O'NEILL r r r Appendix 6 rDrainage Analysis of Proposed Conditions 1 1 1 1 r r r r r r r r r } i DETENTION BASIN 7 sh- t � EXISTING ( j WETLANDS '/ ! a Q/ , ` I70 W a > Lu''C `�_ _ _ J ` � ` // /'�'i �i /�� •ter, ; i � ' l� % J � � ' f� t * ate. r LEGEND / � o I � � OVERALL WATERSHED � � o a BOUNDARY IMPERVIOUS SURFACE t `I /% �- 1 WATERSHED IMPERVIOUS SURFACE o a t / BOUNDARY —ROOF It Il �f ' il TIME OF PERVIOUS SURFACE 481.A69 / " 1 1 � �1�J p / 1 // `� PROD.No.: 3 CONCENTRATION PATH — LAWN AREA '�jl II 1 j // ( / I © � / t �� 200 PERVIOUS SURFACE / / / ( DATE'O6/02/2014 --— SOIL TYPE BOUNDARY — MEADOW AREA \� d l 1 1 t I/ , f / © �! (I 1 17 �� 1 (1 / 1 / j , l/ l ./� / /' r ` DRA-02 Scenario: 100-Year C -1 C -2 ' DETE TI N B SIN 7 ' POE-1 ' Otltlet,7 EXISTING WETLANDS Bentley Systems,Inc. Haestad Methods Solution Bentley PondPack V8i Proposed.ppc Center [08,11.01.541 ' 5/27/2014 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 Table of Contents ' Master Network Summary 1 CM-1 TypeIII 24hr(3.2 in) Time of Concentration 2 ' Calculations CM-2 TypeIII 24hr(3.2 in) Time of Concentration 4 ' Calculations DETENTION BASIN 7 TypeIII 24hr(3.2 in) ' Elevation-Area Volume 6 Curve Volume Equations 7 ' Detention 7 TypeIII 24hr(3.2 in) Outlet Input Data 8 ' Composite Rating Curve 12 DETENTION BASIN 7(IN)TypeIII 24hr(3.2 in) Level Pool Pond Routing 13 ' Summary Level Pool Pond Routing Summary 14 Level Pool Pond Routing 15 ' Summary Level Pool Pond Routing 16 Summary ' Subsection: Master Network Summary Catchments Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/S) (years) (ac-ft) CM-1 2-Year 2 1.832 13.450 6.41 CM-1 10-Year 10 3.673 13.250 13.43 ' CM-1 25-Year 25 4.748 13,250 17.49 CM-1 100-Year 100 6.723 13.250 24.87 CM-2 2-Year 2 0.173 12.100 1.87 CM-2 10-Year 10 0.260 12.100 2.76 CM-2 25-Year 25 0.307 12.100 3.24 CM-2 I 100-Year 1 1001 0.3881 12.1001 4.07 Node Summary Labe[ Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (hours) (ft3/S) ' (years) (ac-ft) EXISTING WETLANDS 2-Year 2 0.486 12.100 1.87 EXISTING WETLANDS 10-Year 10 0.852 12.100 2.76 EXISTING WETLANDS 25-Year 25 1.074 12.100 3.24 EXISTING WETLANDS 100-Year 100 1.987 12.100 4.07 ' Pond Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum Event Volume (hours) (ft3/S) Water Pond Storage (years) (ac-ft) Surface (ac-ft) Elevation (ft) DETENTION 2-Year 2 1.832 13.450 6.41 BASIN 7(IN) (N/A) (N/A) ' DETENTION BASIN 7 2-Year 2 0.313 24.000 0.43 92.23 1.517 AM DETENTION 10-Year 10 3.673 13.250 13.43 BASIN 7(IN) (N/A) (N/A) DETENTION BASIN 7 10-Year 10 0.592 24.000 0.73 94.18 3.079 DETENTION 25-Year 25 4.748 13.250 17.49 BASIN 7(IN) (N/A) (N/A) DETENTION BASIN 7 25-Year 25 0.767 23.250 1.02 95.19 3.981 (OUT) DETENTION 100-Year 100 6.723 13.250 24.87 BASIN 7(IN) (N/A) (N/A) ' DETENTION BASIN 7 100-Year 100 1.598 19.650 2.04 96.53 5.278 (OUT) ' Bentley Systems,Inc._Haestad Methods Solution Bentley PondPack V8i Proposed.ppc Center [08.11.01.54] 5/27/2014 27 Siemon Company Drive Suite 200 W Page 1 of 16 Watertown,CT 06795 USA +1-203-755-1666 ' Subsection: Time of Concentration I Ca culations Return Event: 2 years Label: CM-1 Storm Event: TypeIII 24hr(3.2 in) Time of Concentration Results Segment#1: TR-55 Sheet Flow ' Hydraulic Length 100.00 ft Manning's n 0.240 Slope 0.037 ft/ft 2 Year 24 Hour Depth 3.2 in Average Velocity 0.15 ft/s Segment Time of 0.187 hours Concentration Segment#2: TR-55 Shallow Concentrated Flow ' Hydraulic Length 605.00 ft Is Paved? False Slope 0.042 ft/ft Average Velocity 3.31 ft/s Segment Time of Concentration 0.051 hours ' Segment#3: TR-55 Shallow Concentrated Flow Hydraulic Length 16,700.00 ft Is Paved? True ' Slope 0.019 ft/ft Average Velocity 2.78 ft/s Segment Time of ' Concentration 1.671 hours Time of Concentration(Composite) ' Time of Concentration 1.908 hours (Composite) t Bentley Systems,Inc. Haestad Methods Solution Bentley PondPack V8i_ Proposed.Ppc _ Center __ [08.11.01.54] 5/27/2014 27 Siemon Company Drive Suite 200 W Page 2 of 16 Watertown,CT 06795 USA +1-203-755-1666 Subsection: Time of Concentration Calculations Return Event: 2 years Label: CM-1 Storm Event: TypeIII 24hr(3.2 in) SCS Channel Flow R=Qa/Wp Tc= V=(1.49*(R**(2/3))*(Sf**-0.5))/n (Lf/V)/3600 R= Hydraulic radius Aq= Flow area,square feet Wp=Wetted perimeter,feet Where: V=Velocity,ft/sec Sf=Slope,ft/ft n= Manning's n Tc=Time of concentration, hours Lf= Flow length,feet SCS TR-55 Shallow Concentration Flow Unpaved surface: ' V= 16.1345*(Sf**0.5) Tc= Paved Surface: V=20.3282*(Sf**0.5) ' (Lf/V)/3600 V=Velocity,ft/sec Where: Sf=Slope,ft/ft Tc=Time of concentration, hours Lf= Flow length,feet r Bentley Systems,Inc. Haestad Methods Solution Bentley PondPack V8i Proposed.ppc Center [08.11.01.54] 5/27/2014 27 Siemon Company Drive Suite 200 W Page 3 of 16 Watertown,CT 06795 USA +1-203-755-1666 Subsection: Time of Concentration Calculations Return Event: 2 years Label: CM-2 Storm Event: TypeIII 24hr(3.2 in) ' Time of Concentration Results Segment#1: User Defined Tc ' Time of Concentration 0.083 hours ' Time of Concentration(Composite) Time of Concentration 0.083 hours (Composite) S I Bentley Systems,Inc. Haestad Methods Solution Bentley PondPack V8i Proposed.ppc Center [08.11.01.54] 5/27/2014 27 Siemon Company Drive Suite 200 W Page 4 of 16 Watertown,CT 06795 USA +1-203-755-1666 Subsection: Time of Concentration Calculations Return Event: 2 years Label: CM-2 Storm Event: TypeIII 24hr(3.2 in) _=== User Defined Tc= Value entered by user Where: Tc=Time of concentration, hours tBentley Systems,Inc. Haestad Methods Solution Bentley PondPack V8i Proposed.ppc Center [08.11.01.54] 5/27/2014 27 Siemon Company Drive Suite 200 W Page 5 of 16 Watertown,CT 06795 USA +1-203-755-1666 ! Subsection: Elevation-Area Volume Curve Return Event: 2 years Label: DETENTION BASIN 7 Storm Event: TypeIII 24hr(3.2 in) ' Elevation Planimeter Area Ai+A2+sqr Volume Volume(Total) (ft) W) (acres) (Al*A2) (ac-ft) (ac-ft) (acres) ! 90.00 0.0 0.618 0.000 0.000 0.000 92.00 0.0 0.730 2.020 1.346 1.346 94.00 0.0 0.850 2.368 1.578 2.925 96.00 0.0 0.980 2.743 1.828 4.753 98.00 0.0 1.110 3.133 2.089 6.842 100.001 0.01 1.2501 3.5381 2.3591 9.201 i 1 1 1 1 1 1 ! Bentley Systems,Inc. Haestad Methods Solution Bentley PondPack V8i Proposed.ppo __ __ _ _ Center [08.11.01.54] 5/27/2014 27 Siemon Company Drive Suite 200 W Page 6 of 16 ! Watertown,CT 06795 USA +1-203-755-1666 ! Subsection: Volume Equations q Return Event: 2 years Label: DETENTION BASIN 7 Storm Event: TypeIII 24hr(3.2 in) Pond Volume Equations * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2- Eli) * (Areal +Area2 + sgr(Areal * Area2)) where: EL1,EL2 Lower and upper elevations of the increment Areal,Area2 Areas computed for EL1, EL2,respectively Volume Incremental volume between ELl and EL2 I i 1 ' Bentley Systems,Inc. Haestad Methods Solution Bentley PondPack V81 Proposed.ppc Center [08.11.01.54] 5/27/2014 27 Siemon Company Drive Suite 200 W Page 7 of 16 Watertown,CT 06795 USA +1-203-755-1666 Subsection: Outlet Input Data p Return Event: 2 years Label: Detention 7 Storm Event: TypeIII 24hr(3.2 in) Requested Pond Water Surface Elevations 1 Minimum(Headwater) 90.00 ft Increment(Headwater) 0.50 ft Maximum(Headwater) 100.00 ft Outlet Connectivity Structure Type Outlet ID Direction Outfall El E2 (ft) (ft) Orifice-Circular MID Forward 18"CPP 95.00 100.00 Orifice-Circular HIGH Forward 181,CPP 98.00 100.00 Inlet Box CB Forward 181,CPP 99.00 100.00 Orifice-Circular LOW Forward 181,CPP 91.00 100.00 Culvert-Circular 18"CPP Forward TW 88.00 100.00 Tailwater Settings Tailwater (N/A) (N/A) 1 r I l 1 Bentley Systems,Inc. Haestad Methods Solution Bentley PondPack V8i Proposed.ppc Center [08.11.01.54] 5/27/2014 27 Siemon Company Drive Suite 200 W Page 8 of 16 Watertown,CT 06795 USA +1-203-755-1666 Subsection: Outlet Input Data Return Event: 2 years Label: Detention 7 Storm Event: TypeIII 24hr(3.2 in) IStructure ID; LOW Structure Type: Orifice-Circular Number of Openings 1 Elevation 91.00 ft Orifice Diameter 4.0 in Orifice Coefficient 0.600 Structure ID: MID Structure Type: Orifice-Circular Number of Openings 1 Elevation 95.00 ft Orifice Diameter 6.0 in Orifice Coefficient 0.600 Structure ID: HIGH Structure Type: Orifice-Circular Number of Openings 1 Elevation 98.00 ft I Orifice Diameter 6.0 in Orifice Coefficient 0.600 Structure ID: CB Structure Type: Inlet Box Number of Openings 1 Elevation 99.00 ft Orifice Area 7.5 ftz Orifice Coefficient 0.600 Weir Length 6.00 ft Weir Coefficient 3.30(ft^0.5)/s K Reverse 1.000 Manning's n 0.000 Kev,Charged Riser 0.000 Weir Submergence False Orifice H to crest False ' Structure ID: 18"CPP Structure Type: Culvert-Circular . Number of Barrels 1 Diameter 18.0 in Length 71.00 ft ' Length(Computed Barrel) 71.09 ft Slope(Computed) 0.049 ft/ft Outlet Control Data Bentley Systems,Inc. Haestad Methods Solution Bentley PondPack V8i Proposed.ppc Center [08.11.01.54] Subsection: Outlet Input Data p Return Event: 2 years Label: Detention 7 Storm Event: TypeIII 24hr(3.2 in) 1 Outlet Control Data Manning's n 0.013 Ke 0.200 Kb 0.018 Kr 0.000 Convergence Tolerance 0.00 ft Inlet Control Data Equation Form Form 1 K 0.0045 M 2.0000 C 0.0317 Y 0.6900 T1 ratio(HW/D) 1.071 T2 ratio(HW/D) 1.173 Slope Correction Factor -0.500 Use unsubmerged inlet control 0 equation below T1 elevation. Use submerged inlet control 0 equation above T2 elevation In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 &T2... T1 Elevation 89.61 ft T1 Flow 7.58 ft3/s T2 Elevation 89.76 ft T2 Flow 8.66 ft3/s Bentley Systems,Inc. Haestad Methods Solution Bentley PondPack V8i Proposed.ppc Center [08.11.01.54] 5/27/2014 27 Siemon Company Drive Suite 200 W Page 10 of 16 Watertown,CT 06795 USA +1-203-755-1666 Subsection: Outlet Input Data Return Event: 2 years Label: Detention 7 Storm Event: TypeIII 24hr(3.2 in) Structure ID: TW Structure Type: TW Setup, DS Channel Tailwater Type Free Outfall Convergence Tolerances Maximum Iterations 30 Tailwater Tolerance 0.01 ft (Minimum) Tailwater Tolerance 0.50 ft (Maximum) Headwater Tolerance 0.01 ft (Minimum) Headwater Tolerance 0.50 ft (Maximum) Flow Tolerance(Minimum) 0.001 ft3/s Flow Tolerance(Maximum) 10.000 ft3/s I I Bentley Systems,Inc. Haestad Methods Solution Bentley PondPack V8i Proposed.ppc Center [08.11.01.54] 5/27/2014 27 Siemon Company Drive Suite 200 W Page 11 of 16 Watertown,CT 06795 USA +1-203-755-1666 Subsection: Composite Rating Curve Return Event: 2 years Label: Detention 7 Storm Event: TypeIII 24hr(3.2 in) Composite Outflow Summary rY ' Water Surface Flow Tailwater Elevation Convergence Error Elevation (ft3/s) (ft) (ft) (ft) 90.00 0.00 (N/A) 0.00 90.50 0.00 (N/A) 0.00 91.00 0.00 (N/A) 0.00 91.50 0.24 (N/A) 0.00 92.00 0.38 (N/A) 0.00 92.50 0.49 (N/A) 0.00 93.00 0.57 (N/A) 0.00 93.50 0.64 (N/A) 0.00 94.00 0.71 (N/A) 0.00 94.50 0.77 (N/A) 0.00 95.00 0.82 (N/A) 0.00 95.50 1.35 (N/A) 0.00 96.00 1.74 (N/A) 0.00 96.50 2.03 (N/A) 0.00 97.00 2.26 (N/A) 0.00 1 97.50 2.47 (N/A) 0.00 98.00 2.67 (N/A) 0.00 98.50 3.31 (N/A) 0.00 99.00 3.82 (N/A) 0.00 99.50 11.22 (N/A) 0.00 100.001 24.04 (N/A) 1 0.00 Contributing Structures I (no Q: MID,HIGH,CB,L0W,18"CPP) (no Q: MID,HIGH,CB,L0W,18"CPP) (no Q: MID,HIGH,CB,L0W,18"CPP) LOW,18"CPP (no Q: MID,HIGH,CB) LOW,18"CPP (no Q: MID,HIGH,CB) LOW,18"CPP (no Q: MID,HIGH,CB) LOW,18"CPP (no Q: MID,HIGH,CB) LOW,18"CPP (no Q: MID,HIGH,CB) LOW,18"CPP (no Q: MID,HIGH,CB) LOW,18"CPP (no Q: MID,HIGH,CB) LOW,18"CPP.(no Q: MID,HIGH,CB) MID,LOW,18"CPP (no Q: HIGH,CB) MID,LOW,18"CPP (no Q: HIGH,CB) MID,LOW,18"CPP (no Q: HIGH,CB) MID,LOW,18"CPP (no Q: HIGH,CB) MID,LOW,18"CPP (no Q: HIGH,CB) MID,LOW,18"CPP (no Q: HIGH,CB) MID,HIGH,LOW,18"CPP (no Q: CB) I MID,HIGH,LOW,18"CPP (no Q: CB) MID,HIGH,CB,L0W,18"CPP MID,HIGH,CB,LOW,18"CPP Bentley Systems,Inc. Haestad Methods Solution_ Bentley PondPack V8i Proposed.ppc _ _ Center _ _ _ _ _ [08.11.01.54] 5/27/2014 27 Siemon Company Drive Suite 200 W Page 12 of 16 1 Watertown,CT 06795 USA +1-203-755-1666 i Subsection: Level Pool Pond RoutingSummary ry Return Event: 2 years Label: DETENTION BASIN.7(IN) Storm Event: TypeIII 24hr(3.2 in) 1 Infiltration ' Infiltration Method No Infiltration (Computed) Initial Conditions Elevation(Water Surface, 90.00 ft . Initial) Volume(Initial) 0.000 ac-ft Flow(Initial Outlet) 0.00 ft3/S Flow(Initial Infiltration) 0.00 ft3/S Flow(Initial,Total) 0.00 ft3/S Time Increment 0.050 hours Inflow/Outflow Hydrograph Summary I Flow(Peak In) 6.41 ft3/S Time to Peak(Flow,In) 13.450 hours Flow(Peak Outlet) 0.43 ft3/S Time to Peak(Flow,Outlet) 24.000 hours Elevation(Water Surface, 92.23 ft Peak) Volume(Peak) 1.517 ac-ft i Mass Balance(ac-ft) Volume(Initial) 0.000 ac-ft Volume(Total Inflow) 1.832 ac-ft Volume(Total Infiltration) 0.000 ac-ft Volume(Total Outlet 0.313 ac-ft Outflow) Volume(Retained) 1.515 ac-ft Volume(Unrouted) -0.004 ac-ft Error(Mass Balance) 0.2 % i Bentley Systems,Inc. Haestad Methods Solution Bentley PondPack V8i - Proposed.ppc Center [08.11.01.541 5/27/2014 27 Siemon Company Drive Suite 200 W Page 13 of 16 Watertown,CT 06795 USA +1-203-755-1666 Subsection: Level Pool Pond Routing Summary Return Event: 10 years Label: DETENTION BASIN 7(IN) Storm Event: TypeIII 24hr(4.7 in) Infiltration ' Infiltration Method No Infiltration (Computed) Initial Conditions Elevation(Water Surface, 90.00 ft Initial) - Volume(Initial) 0.000 ac-ft Flow(Initial Outlet) 0.00 ft3/S Flow(Initial Infiltration) 0.00 ft3/S Flow(Initial,Total) 0.00 ft3/S 1 Time Increment 0.050 hours Inflow/Outflow Hydrograph Summary Flow(Peak In) 13.43 ft3/s Time to Peak(Flow,In) 13.250 hours Flow(Peak Outlet) 0.73 ft3/s Time to Peak(Flow,Outlet) 24.000 hours Elevation(Water Surface, 94.18 ft Peak) Volume(Peak) 3.079 ac-ft Mass Balance(ac-ft) Volume(Initial) 0.000 ac-ft Volume(Total Inflow) 3.673 ac-ft Volume(Total Infiltration) 0.000 ac-ft Volume(Total Outlet 0.592 ac-ft Outflow) Volume(Retained) 3.076 ac-ft Volume(Unrouted) -0.005 ac-ft Error(Mass Balance) 0.1 % iBentley Systems,Inc. Haestad Methods Solution Bentley PondPack V8i Proposed.ppc Center [08.11.01.54] 5/27/2014 27 Siemon Company Drive Suite 200 W Page 14 of 16 Watertown,CT 06795 USA +1-203-755-1666 Subsection: Level Pool Pond Routing Summary Return Event: 25 years Label: DETENTION BASIN 7(IN) Storm Event: TypeIII 24hr(5.5 in) Infiltration ' Infiltration Method No Infiltration (Computed) Initial Conditions Elevation (Water Surface, 90.00 ft Initial) Volume(Initial) 0.000 ac-ft Flow(Initial Outlet) 0.00 ft3/s Flow(Initial Infiltration) 0.00 ft3/s Flow(Initial,Total) 0.00 ft3/s Time Increment 0.050 hours Inflow/Outflow Hydrograph Summary Flow(Peak In) 17.49 ft3/s Time to Peak(Flow,In) 13.250 hours Flow(Peak Outlet) 1.02 ft3/s Time to Peak(Flow,Outlet) 23.250 hours Elevation(Water Surface, 95.19 ft Peak) Volume(Peak) 3.981 ac-ft Mass Balance(ac-ft) Volume(Initial) 0.000 ac-ft Volume(Total Inflow) 4.748 ac-ft Volume(Total Infiltration) 0.000 ac-ft Volume(Total Outlet 0.767 ac-ft Outflow) Volume(Retained) 3.974 ac-ft Volume(Unrouted) -0.006 ac-ft Error(Mass Balance) 0.1 % 1 Bentley Systems,Inc. Haestad Methods Solution Bentley PondPack V8i Proposed.ppc Center [08.11.01.541 5/27/2014 27 Siemon Company Drive Suite 200 W Page 15 of 16 Watertown,CT 06795 USA +1-203-755-1666 Subsection: Level Pool Pond RoutingSummary Return Event: 100 ears rY y Label: DETENTION BASIN 7(IN) Storm Event: TypeIII 24hr(6.9 in) Infiltration Infiiltration Method No Infiltration (Computed) Initial Conditions Elevation (Water Surface, 90.00 ft Initial) Volume(Initial) 0.000 ac-ft Flow(Initial Outlet) 0.00 ft3/s Flow(Initial Infiltration) 0.00 ft3/s Flow(Initial,Total) 0.00 ft3/S ' Time Increment 0.050 hours Inflow/Outflow Hydrograph Summary Flow(Peak In) 24.87 ft3/S Time to Peak(Flow,In) 13.250 hours Flow(Peak Outlet) 2.04 ft3/s Time to Peak(Flow,Outlet) 19.650 hours Elevation (Water Surface, 96.53 ft Peak) Volume(Peak) 5.278 ac ft Mass Balance(ac-ft) Volume(Initial) 0.000 ac-ft Volume(Total Inflow) 6.723 ac-ft Volume(Total Infiltration) 0.000 ac-ft Volume(Total Outlet 1.598 ac-ft Outflow) Volume(Retained) 5.115 ac-ft Volume(Unrouted) -0.010 ac-ft Error(Mass Balance) 0.1 % Bentley Systems,Inc. Haestad Methods Solution Bentley Pond Pack V8i Proposed.ppc Center [08.11.01.54] 5/27/2014 27 Siemon Company Drive Suite 200 W Page 16 of 16 Watertown,CT 06795 USA +1-203-755-1666 0 FUSS&O'NEILL Appendix C Storm Sewer Sizing Calculations m m m m m m m File Path:J:\DWG\P20001481\A69\Civil\Plan\2000481A69 DRA01.dwg Layout:DRA-03 Plotted:Thu,June 12,2014-12:07 PM User:Idangelo MS VIEW: LAYER STATE: Plotter:PDF-XCHANGE 2012(0VERWRITE)RC3 CTB File:FO.STB ,41 X— — mo m0 rl rrI 776 CID a t '1� t I \\ `' .:;:,fir:dr., � ��1�� ...� �� �• ~ •` "�.. l \ �I �- EVERGREEN WALK,LLC SCALE FUSS&ONEILL DATUM VERT v o � �`7 : STORM SEWER CATCHMENT AREAS HORZ.: 146 HARTFORD ROAD V ERT.: m MANCHSS M,CONNEGMCUT 06M W m UNIT 12 EVERGREEN WALK 860,6462469 0 a ra,ao SOUTH WNDSOR CONNECTICUT CRAPHC SCALE 5; K140 ------ HL149 ---- K Jo NVJY fil UNIT 13 462 K138. K127 V -Bl- % IK132 141A U, CHE128-', ALIM -de---- -- � .. , � . z K12 0 i --ki2-5 PIJT22 V\\ Ai w KIM ry- KL)J6 K 124 ' , , 1 - --- ---- j w1J5 -- J • - / -- _ fie_ = wTgJ,;, /i, r t? ', a .,g_ - d Jf, T248 is '-79- lNV 1009 1\12' '--X/ >k` %;\ _20100-0:_ F.F.=105.5 I_l!"\EXS77,VG STORYWA lm % \A-295 POND �92 A_� -2�2 C--CB TF-105.7 6 A-220 piy__99� A A- 2J4 TMlHoS.7 �-223 A-211 83 4-122 -VORIECH Mr/ VX 70DO A-221 BYP Imo 0 -A-2li- vt 'o I K 7' 07 A-21 TW-II2 ' 1 . loo Y- '81=012 4 -26�- STWH S103.-Rg.o*EmSt.EA b), ,:L. A ST.W RrAl"G WALL "A�-4 i C-ce A- HDPq/ �7.loqio 4 10" I V�l A� I I t ul - I INV-100.1 '\A I + r, id c 0' C-ce PIN RELO"TE 40QS71NO _99- A-268 I I FlI 'li 11 IL STORM DRWAI& Z 4U;V bt RE-TAIL F. 112.0 ci 1; 1 1 Tl A-27a, Di I V Iffi. 46 4000 1-2 F.F.= -A-270 HE CS, !�A_2 I 7 A- ZZ CE_ca TF-M INV-10&8--\. C-ce t `- --__. \ _ 1 L I Lt 11 N 1 50. > P4 ---------- Al T 114a TF-18.0 F.STMH V-108 MAT PROJ.No.:2000481.A69 _1- DATF-'O6/l6f2Ol4 CH EMST12 Jf g ------- (-2 ' .\ '\(`` 1 \�i Al�.Sj A-\2-.'-2J4 CG-101 i Scenario: Base �z 6 L Af48 Ac+5 - U Atl+l w+3 Cp1� co- ca a o ww C&E • 4 - CB-0 Cfr5 C0.) Cd3 c� CG.z CB 3 L 910 e ca Bentley Storm CAD V8i(SELECTseries 2) ' Proposed.stc Bentley Systems,Inc. Haestad Methods Solution Center [08.11.02.751 5/27/2014 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 FlexTable. Manhole Table (Proposed.stc) Label Elevation Diameter Flow(Total Out) (Ground) (in) (ft3/S) (ft) - MH-1 105.70 60.0 61.02 ' MH-2 103.60 60.0 60.87 MH-3 118.00 60.0 24.19 MH-4 114.80 60.0 24.15 ' MH-5 105.00 60.0 60.98 MH-6 105.001 60.01 60.97 1 Bentley Systems,Inc. Haestad Methods Solution Bentley StormCAD V8i(SELECTseries 2) Proposed.stc Center [08.11.02.75] ' 5/27/2014 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06796 USA +1-203-755-1666 FlexTable: Outfall Table Pro osed.stc � P ) Label Elevation Elevation Flow(Outfall) (Ground) (Tailwater) (ft3/s) (ft) (ft) OF-1 98.001 94.201 60.64 1 Bentley Systems,Inc. Haestad Methods Solution Bentley StormCAD V8i(SELECTseries 2) Proposed.stc Center [08.11.02.75] ' 5/27/2014 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown,CT 06795 USA +1-203-755-1666 Conduit FlexTable: Combined Pipe/Node Report (Proposed.stc) Label Start Node Stop Upstream Upstream Upstream Material Manning's n Diameter Length Slope:, - Invert Invert Cover Cover Hydraulic Hydraulic Total Capacity Excess Capacity Node Inlet Area Inlet C CA (in) (Unified) (ft/ft) (Upstream) (Downstream) (Start) (Stop) Grade Line Grade Line Flow (Full (Full Flow) (acres) (acres) (ft) (ft) (ft) (ft) (ft) (In) (Out) (ft3/s) Flow) W/O ' (ft) (ft) (ft3/S) CO-1 CB-1 C13-2 1.190 0.847 1.008 Corrugated HDPE(Smooth Interior) 0.012 18.0 221.0 0.010 108.80 106.50 2.00 3.80 109.81 107.79 6.81 11.61 4.80 CO-3 CB-2 CB-4 0.120 0.725 1.929 Corrugated HDPE(Smooth Interior) 0.012 24.0 68.0 0.010 106.50 105.80 3.30 3.40 107.79 107.20 12.82 24.86 12.05 CO-2 CB-3 CB-2 3.610 0,231 0,834 Corrugated HDPE(Smooth Interior) 0.012 15.0 23.0 0.057 107.80 106.50 2.75 4.05 108.76 107.79 5.63 16.64 11.00 f CO-4 C13-4 CB-5 0.450 0.807 2.292 Corrugated HDPE(Smooth Interior) 0.012 24.0 68.0 0.010 105.80 105.10 3.40 2.20 107.20 106.65 15.16 24.86 9.70 CO-5 C13-5 CB-6 0.670 0.775 2.811 Corrugated HDPE(Smooth Interior) 0.012 24.0 90.0 0.018 105.10 103.50 2.20 2.30 106.65 105.16 18.52 32.68 14.15 CO-6 CB-6 MH-1 0.590 0.793 3.279 Corrugated HDPE(Smooth Interior) 0.012 24.0 163.0 0.010 103.50 101.80 2.30 1.90 105.16 103.23 21.51 25.03 3.51 CO-13 MH-1 MH-5 (N/A) (N/A) 9.533 Corrugated HDPE(Smooth Interior) 0.012 36.0 10.0 0.010 96.10 96.00 6.60 6.00 98.62 98.67 61.02 72.25 11.23 CO-7 CB-7 C13-8 0.170 0.447 0.076 Corrugated HDPE(Smooth Interior) 0.012 15.0 187.0 0.029 105.00 99.50 2.75 4.95 105.28 100.23 0.51 12.00 11.49 CO-8 C13-8 CB-9 0:240 0.871 0.498 Corrugated HDPE(Smooth Interior) 0.012 15.0 190.0 0.010 99.50 97.60 4.95 4.55 100.23 99.10 3.30 7.00 3.70 CO-9 C13-9 MH-1 2.680 0.811 2.672 Corrugated HDPE(Smooth Interior) 0.012 24.0 150.0 0.010 97.60 96.10 3.80 7.60 99.10 98.62 17.34 24.51 7.16 CO-17 MH-2 OF-1 (N/A) (N/A) 9.533 Corrugated HDPE(Smooth Interior) 0.012 36.0 50.0 0.008 92.40 92.00 8.20 3.00 94.92 94.35 60.87 64.62 3.75 CO-11 MH-3 MH-4 8.390 0.427 3.582 Corrugated HDPE(Smooth Interior) 0.012 30.0 35.0. 0.011 108.90 108.50 6.60 3.80 110.58 109.88 24.19 47.50 23.31 CO-12 MH-4 MH-1 (N/A) (N/A) 3.582 Corrugated HDPE(Smooth Interior) 0.012 30.0 200.0 0.040 108.50 100.50 3.80 2.70 110.17 101.39 24.15 88.87 64.72 ' CO-15 MH-5 MH-6 (N/A) (N/A) 9.533 Corrugated HDPE(Smooth Interior) 0.012 36.0 3.0 0.017 96.15 96.10 5.85 5.90 98.0 98.45 60.98 93.28 32.30 CO-16 MH-6 MH-2 (N/A) (N/A) 9.533 Corrugated HDPE(Smooth Interior) 0.012 36.0 30.0 0,020 96.10 95.50 5.90 5.10 98.62 97.52 60.97 102.18 41.21 CO-18 CB-10 CB-8 0.260 1 0.819 1 0.213.1 Corrugated HDPE(Smooth Interior) 1 0.0121 15.01 137.01 0.0101 100.90 1 99.501 1.851 4.951 101.37 100.231 1.441 7.07 1 5.64 i i 1 Bentley Storm CAD V8i(SELECTseries 2) Proposed.stc Bentley Systems,Inc. Haestad Methods Solution Center [08.11.02.75] 5/27/2014 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Profile Report Engineering Profile - Profile 1 (Proposed.stc) 115.00 - CB-, — - ' Rim:112.30ft CB-2 _ invert:104.80 ft Rim,111.80ft CB-4 Invert:102.50ft Rim:111.20ft MH-1 Invert:101.80 ft Rim,105.70 ft --- -- CB-5 Invert:92.20 ft --- _ - Rim:109:30 ft Invert:101.10ft 110.00 CB-6 Rim:107.80ft Rim,Invert:99.50 ft Rim:1 92 ft .00 _ Invert: .10 ft MH-6 Rim:105.00 ft Invert 92.10 ft --- MH-2 Rim:103.80ft 105.00 U Invert 88.40 ft OF-1 100.00 Rim:98:OOft m - Invert:92.00 ft ' w ' 95.00 90.00 ' 85.00 0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 Station(ft) Bentley Storm CAD V8i(SELECTseries 2) ' Proposed.stc Bentley Systems,Inc. Haestad Methods Solution Center [08.11.02.75] 5/27/2014 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 FlexTable: Catch Basin Table (Proposed.stc) Label Elevation(Rim) Inlet Drainage Inlet C Intercepted CA Intercepted Tc Flow(Total Out) Inlet Location Inlet (ft) Area (acres) (min) (ft3/s) (acres) ' CB-1 112.30 1.190 0.847 1.008 5.000 6.81 In Sag Grate Type C-L Single Grate-Grate Type A CB-2 111.80 0.120 0.725 0.087 5.000 12.82 In Sag Combination Type C Single Grate-Grate Type A-Plain Curb C13-3 111.80 3.610 0.231 0.834 5.000 5.63 In Sag Combination Type C Single Grate-Grate Type A-Plain Curb ' CB-4 111,20 0.450 0.807 0.363 5.000 15.16 In Sag Combination Type C Single Grate-Grate Type A-Plain Curb CB-5 109.30 0.670 0.775 0.519 5.000 18.52 In Sag Combination Type C Single Grate-Grate Type A-Plain Curb C13-6 107.80 0.590 0.793 0.468 5.000 21.51 In Sag Combination Type C Single Grate-Grate Type A-Plain Curb C13-7 109.00 0.170 0.447 0.076 5.000 0.51 In Sag Combination Type C Single Grate-Grate Type A-Plain Curb C13-8 105.70 0.240 0.871 0.209 5.000 3.30 In Sag Combination Type C Single Grate-Grate Type A-Plain Curb C13-9 103.40 2.680 0.811 2.174 5.000 17.34 In Sag Combination Type C Double Grate-Type II-Grate Type A-Plain Curb CB-10 1 104.001 0.2601 0.8191 0.213 1 5.0001 1.441 In Sag Combination Type C Single Grate-Grate Type A-Plain Curb Bentley Storm CAD V8i(SELECTseries 2) Proposed.stc Bentley Systems,Inc. Haestad Methods Solution Center [08.11.02.75] 5/27/2014 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 i 0 FUSS&O'NEILL Appendix D ' Water Quality Calculations FUSS&O'NEILL ' Water e Quality Volume & Flow Calculations ' Unit 12 Evergreen Walk South Windsor, Connecticut Description Symbol Unit of Quantity ' Measure Input G Upstream Drainage Area A AC 19.93 ' Percent Impervious Cover I % 41% Calculations Volumetric Runoff Coefficient R 0.421 ' > Water Quality Volume WQV ac-ft 1 0.699 Input ' Design Precipitation P IN 1 Calculations Runoff Depth Q IN 0.421 c Runoff Curve Number CN 92.39 U. Initial Abstraction(From Table 4-1, Ch 4,TR-55 Manual) IA 0.17 IA/P(Rounded) 0.15 m d Time of Concentration (Min .167 Hours) Tc Hr 1.908 `m csm Unit Peak Discharge(from Exhibit 4-III, Ch 4,TR-55 Manual) q„ (mi2*in) 190 ' Drainage Area A miz 0.031 Water Quality Flow WQF cfs 2.49 Date: May 23,2014 jPrepared By: KCM Notes: 1.All water quality calculations based on 2004 Connecticut Stormwater Quality Manual. 2. Shaded cells indicate numbers inputted from other sources. G:\P2000\481\A69\Drainange\WQV WQF.xlsx Page 1 of 1 ' VORTECHS SYSTEM®ESTIMATED NET ANNUAL SOLIDS LOAD REDUCTION EVERGREEN WALK UNIT 12 ' CONTECK SOUTH WINDSOR, CT ENGINEERED SOLUTIONS MODEL 7000 OFF-LINE Design Ratio'_ (19.93 acres)x(0.421)x(449 qpm/cfs) = 74.9 (50.3 sf) ' Bypass occurs at an elevation of 98' (at approximately 25 gpm/sf) Rainfall Intensity Operating Rate2 Treated Flow %Total Rainfall Rmvl.Effcv4 Rel.Effcv "/hr m/sf cfs Volume %, %a ' 0.08 6.0 0.66 34.3% 96.3% 33.0% 0.16 12.0 1.32 21.4% 91.0% 19.5% 0.24 18.0 1.98 13.3% 84.5% 11.3% ' - 0.32 24.0 2.64 8.7% 78.7% 6.8% 0.40 28.1 3.09 4.8% 74.8% 3.6% 0.48 30.9 3.40 2.4% 73.1% 1.8% 0.56 32.8 3.61 2.1% 71.5% 1.5% 0.64 33.9 3.73 1.3% 71.0% 0.9% ' 0.72 34.7 3.82 0.8% 70.2% 0.6% 0.80 36.2 3.99 0.8% 69.4% 0.6% 1.00 38.1 4.19 0.9% 68.2% 0.6% 2.00 47.8 5.26 1.2% 59.1% 0.7% 3.00 56.1 6.17 0.3% 45.9% 0.1% 4.00 64.3 7.07 0.1% 36.5% 0.1% 81.0% Predicted Annual Runoff Volume Treated= 92.4% Assumed removal efficiency for bypassed flows= 0.0% Estimated reduction in efficiency5= 0.0% Predicted Net Annual Load Removal Efficiency= 81% ' 1-Design Ratio=(Total Drainage Area)x(Runoff Coefficient)x(cfs to gpm conversion)/Grit Chamber Area The Total Drainage Area and Runoff Coefficient is specified by the site engineer. - The conversion factor from cfs to gpm is 449. 2-Operating Rate(gpm/sf)=intensity(%hr)x Design Ratio. 3-Based on 14 years of 15-minute data from NCDC station 4488,Mansfield Hollow Lake,Tolland County,CT 5-Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. Calculated by: JAK 5/29 IlChecked by: ' VORTECHS SYSTEM® FLOW CALCULATIONS EVERGREEN WALK UNIT 12 CV4 NTECHO SOUTH WINDSOR, CT ' ENGINEERED SOLUTIONS MODEL 7000 OFF-LINE ' Vortechs Orifice Vortechs Weir Bypass Weir Cd = 0.56 Cd= 3.37 Cd= 3.3 A(ft)= 0.39 Weir Crest Length(ft) = 0.58 Crest Length(ft) = 6 ' Crest Elevation(ft) = 96.08 Crest Elevation (ft) = 97.58 Crest Elev. (ft) = 98.0 Head Elevation Orifice Flow Weir Flow Bypass Flow Total Flow ' (ft) (ft) (cfs) (cfs) (cfs) (cfs) 0.00 96.08 0.00 0.00 0.00 0.00 0.25 96.33 0.06 0.00 0.00 0.06 ' 0.50 96.58 0.95 0.00 0.00 0.95 0.75 96.83 1.29 0.00 0.00 1.29 1.00 97.08 1.56 0.00 0.00 1.56 1,25 97.33 1.79 0.00 0.00 1.79 1.50 97.58 1.99 0.00 0.00 1.99 1.75 97.83 2.18 0.24 0.00 2.42 2.00 98.08 2.35 0.69 0.47 3.51 2.25 98.33 2.51 1.27 3.80 7.58 2.50 98.58 2.66 1.95 8.81 13.42 2.75 98.83 2.80 2.73 15.05 20.58 3.00 99.08 2.93 3.59 22.32 28.84 3.25 99.33 3.06 4.52 30.47 38.06 3.50 99.58 3.18 5.53 39.44 48.15 3.88 99.96 3.36 7.18 54.46 65.00 Calculated by: JAK 5/29 ' VORTECHS STAGE DISCHARGE CURVE 100.50 ' 100.00 99.50 99.00 U. Z 98.50' D 98.00 -TOTAL FLOW > 97.50 -WEIR uj Lu 97.00 ORIFICE ' 96.50 BYPASS CREST 96.00 ' 95.50 0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 FLOW(CFS) t VORTECHS 7000 DESIGN NOTES ' VORTECHS 7000 RATED TREATMENT CAPACITY IS 11 CFS,OR PER LOCAL REGULATIONS. IF THE SITE CONDITIONS EXCEED RATED TREATMENT 14'-0"[4267 mm] CAPACITY,AN UPSTREAM BYPASS STRUCTURE IS REQUIREp. . ALUMINUM SWIRL THE STANDARD INLET/OUTLET CONFIGURATION IS SHOWN.FOR OTHER CONFIGURATION OPTIONS,PLEASE CONTACT YOUR CONTECH CHAMBER REPRESENTATIVE. www.contechES.com- ' E SITE SPECIFIC �— co DATA REQUIREMENTS 0 STRUCTURE ID A A o o QUALITYWATER RATE(CFS) PEAK FLOW RATE(CFS) a° _ _ RETURN PERIOD OF PEAK FLOW(YRS) ' FLOW ~ www.contechcpLcom PIPE DATA: I.E. MATERIAL DIAMETER INLET PIPE 1 ------------ ' INLET PIPE 2 BAFFLE WALL FLOW CONTROL WALL a 'o OUTLET PIPE RIM ELEVATION SECTION B-B ' ANTI-FLOTATION BALLAST WIDTH HEIGHT NOTES/SPECIAL REQUIREMENTS: CONTFINSHEDGRADE CTOR TO GROUT TO CONTRACTOR TO GRADE IINGRSERROVIDE FRAME AND COVER (DIAMETER VARIES) *PER ENGINEER OF RECORD N.T.S. TOP AND SIDES SEALED TO VAULT WEIR AND ORIFICE N B - PLATES . B N L---------- - .-- E - N --- --- GENERAL NOTES 1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. O ` 2. DIMENSIONS MARKED WITH()ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY. 3. FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHT,PLEASE CONTACT YOUR CONTECH REPRESENTATIVE. www.contechES.com d E INLET PIPE OUTLET n 4. VORTECHS WATER:QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION ' c PIPE CONTAINED IN THIS DRAWING. 5. STRUCTURE SHALL MEET AASHTO HS20 AND CASTINGS SHALL MEET AASHTO M306 LOAD RATING,ASSUMING c GROUNDWATER ELEVATION AT,OR BELOW,THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO ``' CONFIRM ACTUAL GROUNDWATER ELEVATION. ' — --------- 6. INLET PIPE(S)MUST BE PERPEDICULAR TO THE VAULT AND AT THE CORNER TO INTRODUCE THE FLOW TANGENTIALLY TO THE SWIRL CHAMBER. DUAL INLETS NOT TO HAVE OPPOSING TANGENTIAL FLOW DIRECTIONS. 0 7. OUTLET PIPE(S)MUST BE DOWN STREAM OF THE FLOW CONTROL BAFFLE AND MAY BE LOCATED ON THE SIDE OR END _ PERMANENT OF THE VAULT. THE FLOW CONTROL WALL MAY BE TURNED TO ACCOMODATE OUTLET PIPE KNOCKOUTS ON THE SIDE F POOL ELEV. OF THE VAULT. INSTALLATION NOTES ' SECTION A-A A. ANY SUB-BASE,BACKFILL DEPTH,AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS o AND SHALL BE SPECIFIED BY ENGINEER OF RECORD. a. B. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE ' o _ VORTECHS STRUCTURE(LIFTING CLUTCHES PROVIDED). o C. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS AND ASSEMBLE STRUCTURE. e D. CONTRACTOR TO PROVIDE,INSTALL,AND GROUT PIPES. MATCH PIPE INVERTS WITH ELEVATIONS SHOWN: 0 E. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO ASSURE UNIT IS WATER TIGHT,HOLDING WATER TO FLOWLINE w INVERT MINIMUM. IT IS SUGGESTED THAT ALL JOINTS BELOW PIPE INVERTS ARE GROUTED. LU WINOWNTECH® _ VORTECHS 7000 y �Vortechs® ENGINEERED SOLUTIONS LLC ' w www.contechES.com STANDARD DETAIL TMS PATENT.5 MAY BE PROTECRELATED SV THE PATENTS. 9025 Centre Pointe Dr.,Suite 400, West Chester,OH 45069 �_ U.S.PATENT:5,769p76;RELATED FOREIGN PATENTS. U 800-338-1122 513-645-7000 513-645-7993 FAX 1 FOR INFORMATIONAL PURPOSES ONLY NOT INTENDED AS A CONSTRUCTION DOCUMENT - BYPASS AND JUNCTION STRUCTURES MAY OR MAY NOT BE SUPPLIED BY CONTECH- 1 1 BYPASS OR 1 STORMGATE JUNCTION MANHOLE MANHOLE (OPTIONAL) 1 BYPASS TO OUTFALL 1 -- lo 1 BYPASS WEIR LENGTH AND 0 CREST ELEVATION TO BE W DETERMINED BY CONTECH z z ENGINEERED SOLUTIONS LLC �W 1 uO U W Q' 1 � ALT OUTLET TO OUTFALL 77 VORTECHS SYSTEM 1 � - a M 1 3 0 0 1 N ACTUAL ORIENTATION AND LAYOUT MAY VARY DUE TO 1 SITE SPECIFIC CONSIDERATIONS N Z i � Zo VVortechs- THS PRODUCT MAY BE PROTECTED BY THE FOLLOWING N U.S.PATENT:5,759,415;RELATED FOREIGN PATENS. 1 The design and id—lion stows on this d—ig la Pmvided aea serv/ce to the Road owner.engineer and conbador by Contech Ergkowed Sdutom LLC('ConYchl).Ndtar M drw.itg,noreny Pad t-mof.may baused,teproducd or rnod5ed in any mennerwihout the prlorwdfbnooaentof .. 111 Comech.Fall—to comply is done at the leers avm risk aml Codedi expressly disddrtre any KablMy,or mpmreWis/krauch use. - p If tllsrieParidea behveee the supplied intdieston upon which the draw se drawing is bad end a W nald concIlbrre are encounlamd es silo work Pmgnaaes,fl-e d una landse must be reported to Cmeach immedbMly for ne—alueton of tts design.Curse h epceple no 1"ty for deal based on m' Iroomplote or bteecmete Information n eupp by odmm g- -ant• 1z ILI C711IONTECH ® ENGINEERED SOLUTIONS LLC TYPICAL BYPASS LAYOUT ,,..ConteChES.coM VORTECHSO STORMWATER TREATMENT SYSTEM 200 Enterprise Drive, Scarborough, ME 04074 877-907-8676 207-885 9830 207-885 9825 FAX DATE:3/8/13 I SCALE:NONE PROJECT No.:TYPVXBPLO SEQ.No.: N/A I DRAWN:SCF I CHECKED:NDG ' FOR INFORMATIONAL PURPOSES ONLY NOT INTENDED AS A CONSTRUCTION DOCUMENT ' -BYPASS AND JUNCTION STRUCTURES NOT SUPPLIED BY CONTECH STORMWATER SOLUTIONS- ' BYPASS MANHOLE JUNCTION MANHOLE BYPASS PIPE LENGTH OUTSIDE TO OUTSIDE DISTANCE ;• - TO-------- R . ------------------------------------- �' + ------- BYPASS OUTFALL —� ----- 's -------------------------- .. ------------------ •�• ' I •'i BYPASS WEIR LENGTH AND CREST ELEVATION TO BE I i DETERMINED BY CONTECH ' I i STORMWATER SOLUTIONS CENTER LINE TO CENTER LINE DISTANCE NOTE: BYPASS AND JUNCTION MANHOLE DIAMETERS ARE ASSUMED BASED ON THE TREATMENT CAPACITY OF THE VORTECHS SYSTEM. THESE DIAMETERS MAY CHANGE DEPENDING ON SPECIFIC SITE CONDITIONS. CONTACT YOUR CONTECH STORMWATER SOLUTIONS DESIGN ENGINEER. Vortechs Vortechs Dims Recommended Typical Typical Approximate Approximate Model Size Pipe Size Bypass Junction Center Line to Bypass Pipe ' Length Width Manhole Manhole Center Line Length Outside Distance to Outside 1000 9'-0" 3'-0" 010" 4'-0"0 4'-0"0 7'-6" 3'-6" ' 2000 10'-0" 4'-0" 012" 4'-0"0 4'-0"0 8'-5" 4'-5" ' 3000 1 V-0" 5'-0" 015" 5'-0"0 4'-0"0 9'-3" 4'-9" 4000 12'-0" 6'-0" 015" 5'-0"0 4'-0"0 10'-3" 5'-9" ' 5000 13'-0" 7'-0" 018" 6'-0"0 5'-0"0 11'4" 5'-8" ' 7000 14'-0" 8'-0" 018" 6'-0"0 5'-0"0 12'-2" 6'-8" 9000 15'-0. 9'-0" 021" 6'-0"0 6'-0"0 11'-10" 5'-10" ' 11000 16'-0" 10'-0" 024" 6'-0"0 6'-0"0 12'-8" 6'-8" ' 16000 18'-0" 12'-0" 027" 6'-0"0 6'-0"0 14'-7" 8'-7" ' This CADD file is for the purpose of specifying stormwater treatment equipment to be furnished by CONTECH Stormwater Solutions and may only be transferred to other documents exactly as provided by CONTECH Stormwater Solutions.Title block information,excluding the CONTECH Stormwater Solutions logo and the Vortechs Stormwater Treatment System designation and patent number,may be deleted if necessary. Revisions to any part of this CADD file without prior coordination with CONTECH Stormwater Solutions shall be considered unauthorized use of proprietary information. ' IIA.4I4kUVIEAI AO TYPICAL BYPASS & JUNCTION MANHOLE LAYOUT i V21►-M I i IMLOM:7 WITH SPECIFICATIONS TABLE FOR STORMWATER VORTECHSO STORMWATER TREATMENT SYSTEM ' SOLUTIONS contechstorrnwater.com DATE:4/7/06 177ENONE FILE NAME:TYPTBLVXBPR DRAWN:GMC I CHECKED:NDG �-- /��° / � �'/ • �`�ll��l l r a r /r�.—�- --r r ` J /r� /, /j�/��j�'f � `�`. ` � '^-- /' r I � i `• ' - 1 DETENTION BASIN 7 11 t/r/ i� l ) l j I I / f/// EXISTING WETLANDS i ECHN OFFICE BUILDINGS A Y� 1 � o g \ \` PROPOSED DEVELOPMENT �'� , /.: > I 1 � ) / / / / / •a { �1 f 1 1 1� (.w� 1� � Ol EXISTING WETLANDS LA FITNESS PROJ.No.:2000481 A89 DATE:08I02014 r 9 AI FIG-2 LL IQ 17" AT. g at 4i_ gm, VA b �M,17'�Z POP I` ,`io V4 �W 1_2 —W M ca ol IF z_& At 40 Sa"W-4- Z4 P$4 e A-4 F 4A MA �F .IMF - "' - _- - tI.Aw I ..''-IA_� . :'.�" ". -F---5 55� dX 'siqM'.'�F Akt-' M, I ER �vo AE / SITE DEVELOPMENT-SEQUENCE \ it ' /�/ \ /``` )•�� -IKf20 1 I I - },__' _ - �.\ i. -PURPOSE-THE PURPOSE OF THIS PROJECT IS TO OBTAIN AN INLAND y \ I / / \ \ / � / ``�.� -S - - UNIT :�.�-' - I 1 I I I WETLANDS PERMIT FOR A PROPOSED COMMERCIAL DEVELOPMENT. - �c NL7J8- IK.l77 I 1 I 1 1 r. / '�,. i' -__`���_ _ \-\�`\ \ \.\- \ m �y' �' I I \\ -2. -E&S CONTROL INFORMATION-DESIGN CRITERIA,CONSTRUCTION DETAILS AND - -\ 1- I y I f ! / /•/: �wit-_ __ `�' \. \- \ I \ MAINTENANCE PROGRAM ARE LISTED WITHIN THESE DOCUMENTS OR BY \ - \ \- 1, I•' \ xN \.. / �. `` \ / �•�, I - REFERENE IN THE MOST RECENT EDITION OF THE'CONNECTICUT-GUIDELINES - - J - _ I I\, FOR SOIL EROSION AND SEDIMENT CONTROL"(CONNECTICUT DEEP BULLETIN 34).KIJ2 K128 KLoB Kl2f\\\ \\\\ \.\ \ \ `�\I I _ / 3. SEQUENCE.OF CONSTRUCTION-CONSTRUCTION IS A DYNAMIC OPERATION \ / 89-_--.._ --- \ `\ \ \ \ \_\\\\-\ \ y \.�.`\�\�\\ \\\ \ 1 \1 11 \ 1111 -1. \' \ L• / _. THEREFORE,SIGNIFICANTLY AFFECTED BY WEATHER AND UNANTICIPATED CONDITIONS. \ \ --.` \ -- '--. \ \\\\\\\\ -\\\\ 11 _ - �\ \ \ \\ \ 1 \ 1 1 \ \ \ \ \ -LIKELY THEREFORE,THE LAYOUT OF EROSION CONTROLS SHOWN ON THESE PLANS WILL LIKELY CHANGE TO BEST MANAGE CHANGING FIELD CONDITIONS. THE DEEP I \ \I. I-1 1 1) 1 ,\_\ _ �- �17^ � EROSION AND SEDIMENT CONTROL GUIDELINES RECOGNIZE THIS. THE OWNER `\ \\\\\\\ \ \ \ \\\ j I I I 1 1 I j i i I 1 L I�I. \\ \ \ \ _- ` SHALL WORK IN CONCERT WITH THE ENGINEER,GENERAL CONTRACTOR AND iKl31 j -- _ ML 122' _- .\\.\.\ \\ \ \\\) )\ \ - 1 I 1 I I I 1 I I 1 I I i-I II , REGULATORY AGENCIES TO INSURE.THAT.THE INTENT OF THE GUIDELINES ARE- -:l /-_ _ \.\ 1.}• •\ ��� \ y MET UNTIL ALL DISTURBEDGGENERAL AREAS ARE PERMANENTLY STABILIZED. THE 1 76-` �"�( .FOLLOWING IS A GENERAL SEQUENCE OF MAJOR OPERATIONS. t / ! l �._.- ' -----' /' \- - b[�.i6' /�_ a ; IK124 _ > \\ \ \ �\ \` l..l . f.l 1'i I ll1-I 11 IIK89\ \ lU: \` - W�� \ \\ 1 \ rl1 i` llrlllii fii \ \\ Y�{�•\� � I-i 1 � 1 1 �� I r l l A. cowsTRuenoN ENTRANCE l _i. l \ i./. - i - \ \- :./ �. --.c _1 11 is f 1 I I I 1 i•• j J 1.1 ��y(,A,g1w1y I.!l-\\.\\ �eB\\\,_�.�,.+'!-1._ /y^\♦\ \... B. EROSION CONTROL MEASURES AROUND SITE PERIMETER - - NZ1J3 Kip / r / t / I ! I! / /!! � l-.7"5 6 -\\\�t�Gt= ` I/////: \ - C. CLEARING.AND GRUBBING r l - I - / l I I 1 / I I I ! l 7 / / r l \`\ \l4 l // /^ \\ D. ACCESS DRIVES \ -248 - // -- - -/ / 1 I 1--I 1 ! I-1 1 N"�" \ \ \ / \ E. WATER QUALITY BASINS IF ANY SHALL BE CONSTRUCTED IN THEIR \ I /. -- -�♦`. _R_ v. // /�: - i / / ' 1 1 11_I 1 1 1 I I,.l L I 6^�\.. j1 I �, AG \ ( - /� JII�L / / ! I I I 1 1 1 l \ �A / ENTIRETY AND PERMANENTLY STABILIZED DURING THE INITIAL STAGES OF i v � CONSTRUCTION. THIS A nA 3�'•,I I 1 r!� ��-.,"��. �.�� /. 1 j 1 11 1 1 \ \.1;.1.\.T1\1 \. \ Wes.- \. ti\.. ° / I.f/�_/� `\. LEVEL SPREADERS AND NALL OTHER CLUDES PE PERMANENT FEATURES. SS ORMNRES, - \ 2Q,DQ_ S .rl I.I 1,1 !. - \ 1 i 1'S _\ \ \ \ \ / / (- `\ �\A-,249\ \\ - _� = ,.- --'- 1 1.L_I 1 /-- �� _ _ \ 1 I \ t 1 \ !.\.1-.\ \�\\\. \ 1 1 \. 1. )/// f \ - DRAINAGE PIPE UPSTREAM OF THE BASINS SHALL BE CONSTRUCTED-TOA _� /� _ -'- .' F.F.=1O$.$ - I - POINT THAT IS ADJACENT TO TEMPORARY SEDIMENT TRAPS. DURING \ \ 1 1 -1 .\ \ \ \ 1 \ \ \ \ CONSTRUCTION(ONCE PERMANENT VEGETATION HAS BEEN ESTABLISHED IN -----98---.__ ^ r - -1 f 1 1 1 1 1 '� `--/ \ 1 \ \.\ \ \ \.\ \ \-\ 1- 1 1' /// \ °'-✓ THE WATER DUALITY BASINS SEDIMENT SHALL BE REMOVED FROM THE \\ o �A\.2k1 C. ✓ -\ _ i i jl i i ��EX/SANG STA4MWATERT-\\\ .\ \\\\\\\-\\\\\\)�.. \ I: -1 )' - \ .e; 1 1 l \ BASINS WITH A VACUUM TYPE VEHICLE ONLY.:PERMANENTLY STABILRE \, - i _ .-_ ` \. I 1 1 : \ \ ) \ \ \ \$\ \ °'14 \ SLOPES. - \A 12sa -. \ l\.'.� \.\ \ � >. . �- ---99--'� � _ lyl,1 I_�I _. 1- �- POND - _ \\-\ \ \ \-\ \ iP :\.. \ � /`\ _100, _--� �� 3 �\ 1 1\1\'.11\I�\ 11 \��_ \.\\ \\\\\\�Y\\\\\\\�\\ \ \:.. -�K92 )///. 11/-tee' \\ �. �/ F. MASS EARTHWORK SHALL.O I N WITH DRAINAGE WORK DESCRIBED-ABOVE .BUT MAY CONTINUE BEYOND ITS COMPLETION. INSTALL TEMPORARY .: \ - A-�\ I _ \ \ ,A-'1ST 1 \. - --1 --- $ - \\\ \\-\\\\ \ \\ _-_ ..1:\\\\\\\\\ \ \\\\\ \ \ \ \ _ 1 �IQ7/ eq_. _ SEDIMENT TRAPS AND DIVERSION-BERMS DURING THESE OPERATIONS. TRAPS SHALL BE.SIZED ACCORDING TO THE PLANS.AND SECTION ` \. -1_ \ p _ -1 -..\ �\ \\\\ \ \\ \ \ - \ \)(\.\ \i:\.T 11 11 1. ! \ \ °-L IrIII J///`�-\ \�__ NG DRAINA E AREA 5-11-25 OF TOEAPTRAP SHALL BE 5 ACRES. MOVE T GUIDELINES. THE MAXIMUM RAP(LOCATIONS AN0 DIVERSION:BERMS AS CONSTRUCTION ACTIVITIES AND EFFECTIVENESS - \A-?14 I I 1 I f I I J I 1 I \ �p I III ///,B REWIRE. CONSTRUCT PARKING AREAS AND DRIVE AISLES TO SUBGRADE \ 1 \--.1. - \,\ \\ -.\ \- Q \. \\\\ \\ \ ♦ I -I 1 L.I I I 1 I I 1 1 - \. - \ I /// \.. ,� WHERE APPROPRIATE. INSTALL PROCESSED AGGREGATE WHERE - - - \ APPROPRIATE. - - \- - .-.- G. COMPLETE STORM DRAINAGE SYSTEM BEGINNING AT THE STRUCTURES COMPLETED IN'E"ABOVE AND WORK UPSLOPE TOWARD THE.AREAS TO \: �t-223 /' 7 \\ A-?l \\ \`\ \\ BE PAVED. INSTALL SEGMENTS OF THESYSTEM AS MASS EARTHWORK -h \\ - -. [\. \ \-\\\ \`\` ,\ - I I i:1.I-1 I I I I- -\ 1 �.\*�I I \ PERMITS. INSTALL UTILITIES DURING THIS PERIOD.CONSTRUCT PARKING - - y �- \---j' AREAS AND AGGREGATE O SU APPROPRIATE. WHERE APPROPRIATE. INSTAL �(e,�1 \1 \ \I \ PROCESSED AGGREGATE.WHERE APPROPRIATE. - - �Ao121 \- \_�, \ I \`.\ \\ \ \ \ O -D� \O- - �.r -- \ \ `.`�`...`.\ -�.I LI I I I I I I \.. - -11 y1. \ - er Is. \ H. .BUILDING FOUNDATIONS AND SLABS - - �� \\\.•\\ 1 \�\ \� \ \ p. _. - � `� /.. � � \_ \_. \_ �\\;\; / IA-?2! \ \\\ _ 1 1 F -3 �i ,\�- \\ _`� \`::`>`� I 1 I I I.1 I I _\\. 1 \ -- I. BUILDING CONSTRUCTION I- J. SLOPES.AND REMAINDER:OF EARTHWORK- \ \ •�< Ill rIJI !l \ A\\ \ \ 1 o> a � � `•\. `� �.�\`� 1.1.1 It I:IK47j \� I. ML81\ .� _ K. PAVEMENT BINDER COURSE.AND CURB �Z C \ \ ` _1 1 NLV�T+'� - \. 1 :\ � - f-. L. PLACE TOPSOIL.INSTALL ALLREMAINING EROSION CONTROL - o C A.-214\ \\.\ -\ \\ .1- \ ` _ l l I i_! t l - \ STABILIZATION. SEED LAWN AREAS AND INSTALL LANDSCAPING ALL - Nj ' / }} .. \ -\ 1. 2 8. . \ ..�\ ��` / 1 / I 1 \..\ 1 IIL75 I' H' _ Q__ 1 / III / \ /, p9 : z. 9 _ \ -� \.�`.., /..i. p/ /.j -\..:. IK -/- DISTURBED AREAS.SHALL BE PAVED.SEEDED.SEEDING LANDSCAPED AS SOON �a w K¢ 6 \ `, -�-^� :AS FINAL FINISHED.GRADES ARE ATTAINED.SEEDING-SHALL 8E-- - - O w O w a _I` 7.. -"p `.�. -'/// YIL78. ,c / �-�` IMPLEMENTED WITHIN 7 DAYS OF REACHING FINAL GRADES.WHERE - _> ,._ > N Ik A Z 0 ',a --- / \ 0\ --- _< -9 / ..CONSTRUCTION ACTIVITIES HAVE .PERMANENTLY CEASED OR HAVE BEEN - -:`:- TEMPORARILY SUSPENDED FOR MORE THAN 7 DAYS OR WHEN FINAL- aa „- \ '-t-\ 5e / // • m' \- /- \ \ \\` _ ~/ -� GRADES ARE REACHED,STABILIZATION PRACTICES SHALL BE IMPLEMENTED B Q 1_\ l \ 1. _ `_ - \\,--- \ \ / '- \ `.- N9THIN 7 DAYS.AREAS THAT-REMAIN DISTURBED BUT INACTIVE FOR A7 - N - o g (� 2 ' -\- \ \ 1- /� \ ^`- 7 \ / LEAST 30 DAYS SHALL RECEIVE TEMPORARY SEEDING. IN ALL CASES.. STABILIZATION MEASURES SHALL BE IMPLEMENTED AS SOON AS POSSIBLE. I.: `\ M. PAVEMENT SURFACE COURSE- - - - \ \``�- N. REMOVE TEMPORARY EROSION CONTROLS ONLY AFTER AREAS ARE bX PERMANENTLY STABILIZED(ON-GOING) 0.: CONTINUE MONITORING SITE AS DESCRIBED IN EROSION-&SEDIMENT CONTROL SHEET CE-501 FOR EROSION ISSUES AND REPAIR UNTIL O U COMPLETELY STABILIZED. WW �__ B d \t1n2�\ 11��s�`_` CONSTRUCTION NARRATIVE $ / \L� `THE TOTAL PROJECT AREA IS APPROXIMATELY 7.8 ACRES APPROXIMATELY - iT. 1.85 ACRES OF UPLAND RENEW AREA WALL BE DISTURBED DURING - - gg- \-- - /\ \� ',� I. „_\I I_ /� _ .CONSTRUCTION. -0.15 ACRE OF WETLANDS AREAS WILL BE FILLED. 4 B -9 - W - / - KE7G - / _ SPECIAL CARE SHALL BE TAKEN TO PREVENT SEDIMENTS CAUSED BY EROSION i m �� \OT' - \ - II 11 �100- - FROM ENTERING ADJACENT WETLANDS. 2 ,40 SF " F.F.�1Y.D ,I\ \\I II� lO\- / _ CONSTRUCTION OF THIS PROJECT IS SCHEDULED TO BEGIN IN 2014 OR 2015. f -u1 .. - - -) / / ALL EROSION AND SEOIMENT CONTROL MEASURES WILL BE CONSTRUCTED IN - - \Og \ 45 OOO- _ W. \ - I 1 ` 6e4 0 ACCORDANCE WITH STANDARDS AND SPECIFICATIONS OF THE"CONNECTICUT - t \ S ` �/ / - GUIDELINES FOR SOIL EROSION AND SEDIMENT CONTROL",.2002 OR LATEST-. §OA // EDITION AND TOWN OF SOUTH WINDSOR REGULATIONS. EROSION CONTROLS F.F.=113. i O" / j' s FM \ \ �- 651 J ARE TO COMPLY WITH THE PLANS AND PROJECT SPECIFICATIONS. ALL EROSION CONTROL MEASURES ARE IE BE MAINTAINED I AND UPGRADED RI THE _ r CONTRACTOR AS REQUIRED TO ACHIEVE.PROPER S DIM N 0 - RI __I CON TI EQU R CT E E T FONTR L DURING C v w - �� J ' _ � -� J - \ � -- -- $ ,9 \__ - CONSTRUCTION. RON BOMENGEN-P E,PROJECT MANAGER FORFUSS& - - o i - \ W \N 0�\-- \i O'NEILL,INC.(860).646-2469,X5253 SHALL BE CONTACTED FOR EROSION - U �, Ui -- - X _ _ 1 CONSTRUC1 CONTROL:MEASURES N BE INSTALLED DURING THE R CONSTRUCRCN PERIOD.IF DEEMED.NECESSARY BY THE OWNER OR AGENTS OF THE TOM OF SOUTH WINDSOR IN ACCORDANCE WITH THE OCTOBER 1,19913 y C----__ // W, I - ( WASTE WATSTATE OF ER FROMCCONNECTICUT ACTIVITIESOU(CGS22A-430B)A MWATER AND D NO ADDITIONAL a H L W. W - _ ADO TONAL COST TO OVMER. Or 1-� T -- -- - - ---- I- x1'-t�- F4. / -- 'A/ THE CONSTRUCTION SEQUENCE IS NOTED ON THIS PLAN SHEET. PQ� _ - - - - - - .LINT y E- : NO FEDERAL PERMITS ARE REQUIRED.FOR THIS PROJECT- - __ -J Q _ WY 11 _- -- A GENERAL PERMIT FOR THE.DISCHARGE-OF STORMWATER'AND DEWATERING- 3 W _ U �\. _ LINE --- I A - WASTEWA7ER5 ASSOCIATED WITH CONSTRUCTION ACTIVITIES PALL BE REQUIRED - z QI p� LTa ,� _/ •- f - �9!I - -.S< ._- / _ FROM THE COEP. _ _ _... - _ W r.' - ,� UNIT 12 / ' / FINAL INLAND WETLANDS AND PLANNING&ZONING COMMISSION APPROVALS - W ~�`]I > > ---__^x - ARE REQUIRED FROM THE TOWN OF SOUTH WANDSOR. P./ �]y t 3 3 'WSANG PAR/NG 4, -- - - - '(� W 9f L/ '- 15 1 4 9 THE PROJECTSPECIFICATIONS,DETAILS,AND DRAINAGE REPORT,SHALL.ALSO W: E� Q - ------.----I-el 1[�' - BE CONSIDERED PART OF THE E&S PLAN. W Ey W w --t7o - - r - -i1 �� 9rnLSTocKPILEUMITs '-_- OPERATIONS AND MAINTENANCE PLAN W O U c \ I 1.THE CATCH BASIN.SUMPS SHALL BE.CLEANED OF SEDIMENT AND DEBRIS ANNUALLY.CATCH BASIN FRAMES SHALL BE INSPECTED:MONTHLY. \ ..i -_--_ ----_ .CATCH-BASIN FRAMES SHALL-BE CLEANED OF DEBRIS AS OFTEN AS NECESSARY. �y -\ - - - - - - - - - _ "f 2 OF UTTER.FLITTER ON AREAS RE TO BE THE SITE IS OEBEY MAINTAINED AND KEPT PCKED UP AND PROPERLY --DISPOSED OF. g - - - - - LEGEND - - - 3.ALL STORMWATER FACILITIES ARE TO BE INSPECTED FOLLOWING HEAVY - v RAINS. ANY EROSION IS TO BE STABILIZED AS SOON AS POSSIBLE,AND - - S SF SILT FENCE - ANY CLOGEO STRUCTURES ARE TO BE UNCLOGGED. PROJ.No.:2000481.A69 - - 4.PARKING LOT SIDEWALKS.AND DRIVEWAYS ARE TO BE SWEPT REGULARLY- DATE:06116/2014.. - � •HAY BALES AND KEPT FREE OFLITTER AND DEBRIS � -- - --" - 5.VORTECHS.UNIT IS TO BE CLEANED AND INSPECTED ANNUALLY. a - -- - WETLANDS DISTURBANCE C E-101 9 NOTE:Aft ' .. - - - - .. - TOTAL AREA OF WETLAND DISTURBANCE.0.16 AC. SW REGULATED AREA DISTURBANCE TOTAL AREA OF REWIAIED AREA dSRNB7ANCE-LB6 AG - - TTOOTAL AM OF DISTURIBANCIE-L l FET OF BF76 N0 D TA -106co - - - If