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HomeMy WebLinkAboutSite Plan - Conservation (46) TOWN OF SOUTH WINDSOR SUBMITTED INLAND WETLANDS, WATERCOURSES AND CONSERVATION APPLICATIOOI)L 18 A00 Application # Date Received 6 k)c) South Windsor INLAND 'vcE Lti..vS ;i;;L.jCyl INSTRUCTIONS CONSERVATIUN CUAv►lssim 1. One application (1) 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:Horseshoe Lane Associates,LLC,C/o Robert Urso, Managing Member Address: 18-3 -,rt,,ur Drive, South Winusor, CT 06074 Phone: (home).644-9603 work 279-7161(pager) fax B. Legal owner's name: James B. McGrath Address 443 Rye Street, South Windsor, Cr 06074 Phone (home) 929-929'3 (work) (fax) (List additional owners, addresses, and phone numbers on back of application) C. If the applicant is not the owner of the subject property; a letter by the owner(s) authorizing the proposed regulated activity set forth in the application must accompany this form and will be part of the application. D. Project Name (if any) Evergreen Fstates 1. Contact Person (if further information is needed) Peter R. DeMallie (work) 291-8755 (fan) 291-8757 E. The geographical location of the property which is to be affected by the proposed regulated activities including a description of the land in sufficient detail to allow identification of the property on the Inland Wetland and Watercourse Map. Assessor's map # 146 Parcel # 4 Zone RR 7 F. Names of all abutting property owners from records in Town Clerk's office. (use separate sheet if necessary) (see attached) G. Have you notified all abutting property owners (from records in Town Clerk's office) by certified letter that an application is pending before the Agency? Yes ** (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: Time element 2-3t construction seasons. Request conservation plan approval for a 13 lot single-family hone subdivision, including E&S control measures,drainage,detention basin, septic systems,water lines,sidewalk,homes,streets,regrading and related improvements. No wetlands disturbance nor wetlands buffer disturbance proposed. 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. Site Plan enclosed. J. Amount of regulated area disturbance and types of fill (including wetlands and regulated buffers). No wetlands nor buffer disturbance proposed. K. Acreage of wetlands and watercourses in regulated areas to be altered: None L. Acreage of wetlands and watercourses to be created: None M. Lineal feet of proposed stream alteration: None N. Total land area of project and percentage which is wetlands: 22.23 acres of wiLich 5.160 (50,000 ± sq. ft.) is wetlands. O. Identify all other permits or approvals that have been issued, applied for, or required with respect to the proposed activity set forth in this application. (These may include but not be limited to, local Planning &. Zoning, Zoning Board of Appeals, D.E.P., F.E.M.A:; D.O.T., The Army Corps of Engineers, and any other State, Local or Federal Permits.) zBA (approved) ; PzC, DEP P. The applicant (or designated representative) hereby attests that a sign will be posted at the following location(s) _ as directed by Town Staff 8 By DPI Name Peter R. DeMallie on or before the f owing date as directed by Town Staff Signature: Z- 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 a Inland Wetlands, Watercourses and Conservation permit for the property described herein and confirms that: 1. She/he is familiar with the currently effective Inland Wetlands, Watercourses and Conservation Regulations of the Town of South Windsor. 2. She/he understands that at any time during the review period, the Agency may require the applicant to provide more information about the wetlands and/or watercourses in question and/or any proposed activity. 3. All information submitted in the application for review shall be considered factual, or in the case of anticipated activity, binding. A knowing failure of the applicant or any of her/his agents to provide correct information, or performance exceeding the levels of activity anticipated, shall be sufficient grounds for revocation of any permit under these regulations. 4. By making this application, the applicant gives permission to the Inland Wetlands, Watercourses and Conservation Commission members and/or its representative to enter the portions of the premises which are subject of the application for the purpose of inspection and investigation and otherwise evaluating the merits of the application both before and after a final decision has been issued. 5 ' f gnature of Owner of Property Date ignature of Applicant Date 9 DESIGN PROFESSIONALS, INC. civil engineers .planners . surveyors . gis Transmitted via certified mail July 18,2000 Dear Current Abutting Property Owner: Re: Subdivision Application Horseshoe Lane Associates,LLC Windsorville Road South Windsor,Connecticut In accordance with regulations of the Inland Wetlands Agency and of the Planning&Zoning Commission,we are required to notify you that an application has been filed on the property abutting yours and is subject to hearings by the IWA&PZC. The application and plans are on file with the South Windsor Planning Department in the Town Hall. As an abutting property owner you are invited to the hearing to ask questions and/or give comments,however,you are not required to attend. You may also submit written comments regarding the application prior to the hearing if you so desire. For further information regarding the specific date this application will be heard,please contact Debbie Wark,Recording Secretary,Michele Lipe,Deputy Planning Director or Jeffrey Folger,Wetlands Agent,at the South Windsor Planning Department at 644- 2511,ext.253,252 or 229,respectively. Thank you. Sincerely, DESIGN FESSIONALS,INC. By: Peter R De [allue Principal cc: Robert Urso Jeffrey Folger Marcia Banach Galen B.Semprebon,P.E. Sue Hopkins,P.E. 165 South Satellite Road, South Windsor, Connecticut 06074 Tel: (860)291-8755 •Fax: (860)291-8757 i��O•MN se'` ole sl� G � 9 ` 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 soe•co�'��v AREA CODE 860 / 644-2511 To: Design Professionals 165 So. Satellite Road South Windsor, CT 06074 From: Jeffrey H. Folger- Environmental Planner, Town of South Windsor Date: August 30, 2000 Re: Appl. #00-32P - Review of the proposed Evergreen Estates Subdivision - Plans dated 8/23/00. I have reviewed the proposed revised plan with the following additional comments: To increase the plant diversity in this area you should include two to three additional plant. species. Soft rush, giant bur-reed, soft stem bulrush, wool sedge, and blue-flag iris are some possible choices for additional species. The detail provided for the catchbasins does not show a 4-foot sump. This is required. Tvwn O-P S-OU& ?&z� 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 9 �`iyosoR Co��� AREA CODE 860 / 644-2511 September 12, 2000 Certified #P462498115 Design Professionals Attn: Peter DeMallie 165 South Satellite Road South Windsor, CT 06074 RE: Appl. #00-32P, Evergreen Estates Dear Mr. DeMallie: At the September 6, 2000 regular meeting, the Inland Wetlands Agency/Conservation Commission approved application #00-32P - Evergreen Estates - Conservation application for the construction of a thirteen-lot residential subdivision, associated stormwater structures, and infrastructure improvements on property located easterly of Windsorville Road and northerly of Wendy and Gordon Drives (Assessor's map #146, parcel #4) RR residential zone. This approval is subject to the following conditions: 1. One blueprint copy of the entire set of plans and this letter reproduced thereon, must be submitted to this Commission. This must be completed within 65 days of approval prior to any construction activity on the site. Plans submitted to Planning 8v Zoning Commission shall be considered having met this requirement. 2. The application shall indemnify and hold harmless the Town of South Windsor against any liability, which might result from the proposed operation or use. 3. The permit is valid for five years and shall expire on September 6, 2005. It is the landowner(s)/applicant(s) responsibility to track expiration dates and notify the Commission of a renewal request at least 65 days prior to expiration. Evergreen Estates September 12, 2000 Page 2 4. All approvals required must be obtained and submitted prior to any activity on the site. 5. A contact person shall be identified on the plans. 6. We recommend a bond in the amount of$10,000 be submitted to the Planning & Zoning Commission to ensure compliance with the Erosion and Sedimentation Control Measures. 7. We recommend a bond in the amount of$10,000 be submitted to the Planning and Zoning Commission for the establishment of the detention basin/bio-filter. The bond will be released after one growing season to ensure proper establishment of plants. 8. A revised planting plan to be approved by Town Staff. 9. 4' sumps to be used for the catch basins and shown on the plan. Very truly yours, INLAND WETLANDS AGENCY/ CONSERVATION COMMISSION � Y Eliza th Warren, hairP erson EW:dr cc: Chief Building Official Town Engineer Evergreen Estates MOWN SF,t� -, Town ap Sau� V&U&ot S ` 1540 SULLIVAN AVENUE • .SOUTH WINDSOR, CONN. 06074 1`Gy�SOR CO��,w AREA CODE 860/644-2511 CERTIFIED MAIL October 3, 2000 Horseshoe Lane Associates, LLC c/o Robert Urso, Managing Member 18-3 Arthur Drive South Windsor, CT 06074 Dear Mr. Urso: Re: Appl 00-32P, Evergreen Estates We are pleased to advise you that the Planning & Zoning Commission voted on September 19, 2000, to approve with modifications application 00-32P, on 23 acres to create 13 lots to be known as Evergreen Estates on property located on the southeasterly side of Windsorville Rd., RR zone as shown on plans prepared by Design Professionals, Inc., project# 98-1273 and dated 7-14-00, as revised. This approval is subject to the following modifications: 1. This approval is for 13 lots, numbered 1-13. 2. Concrete sidewalks, built to Town specifications, shall be installed on both sides of all new streets. 3. Drainage and construction for this subdivision is subject to the approval of the Town Engineer. 4. Water shall be supplied to this subdivision by public water. 5. Street lighting shall be installed on streets, at intersections, and on cul-de-sacs in accordance with the policy established by the Chief of Police. Street lighting is to be coordinated with the Chief of Police (copy of SWPS constructions enclosed). 6. Street names and locations of fire hydrants are subject to the approval of the Fire Marshal of the Town of South Windsor. Street names and supporting posts shall be installed by the developer in conformance with the standards of the Town of South Windsor, at no expense to the Town. 7. A liability insurance policy shall be submitted to this Commission naming the Town of South Windsor as an insured, with a combined single limit for bodily injury and/or property damage in the amount of$1,000,000. 8. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission, including 2 bonds in the amount of$10,000 each (one for erosion & sediment control, one for wetlands plantings). 9. In accordance with Section 4.C.1.d of the Subdivision Regulations, a fee in lieu of open space is required. The fee will be ten percent of the fair market value of the property prior to subdivision approval. This fee is payable on a per-lot basis at the time of initial conveyance of each lot. The applicant must provide, with the Commission's agreement, an appraiser to determine the fair market value. 10. Prior to commencement of any-site work, a meeting must be held with Town Staff. 11.All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 12.All easements for conservation purposes, drainage or utilities, that may be required in connection with the approval of this subdivision, must be submitted on standard Town easement form where appropriate, to this Commission prior to filing the mylars and issuance of building permits. All deeds for open space, public improvements and roadways must be submitted prior to request for Town acceptance; all deeds must be in accordance with the policy for accepting deeds and must be approved by the Engineering Department and Town Attorney. 13. Footing drains are required for each house. Prior to the building of any structure on a lot, a topographic map, drawn to a scale of 1" = 40', shall be submitted for each lot in the subdivision, showing proposed contours, elevations and the location of the footing drains. No building permits will be issued until the proposed contours, floor elevations and location of footing drains have been approved by the Town Engineer. 14.If, for any reason, finished grading and other individual lot site work is not completed, the Town Engineer shall determine the amount of a cash bond to ensure final grading and site work. This cash bond must be submitted prior to issuance of a Certificate of Occupancy. 15. Quantity estimates must be submitted to the Town Engineer (on the enclosed form) for the purpose of determining subdivision bonding. All bonds shall conform to the enclosed bond policy and shall be posted prior to filing the final plans in the Town Clerk's office. If the developer chooses to submit a Letter of Credit for a one-year term, said Letter of Credit must be renewed on a yearly basis until completion of the development. If a new Letter of Credit has not been received within 30 days before the expiration date, the Commission may, at its option, call the Letter it is holding. 16.A drainage assessment fee in the amount of$650 shall be submitted to this Commission. 17. No building permits will be issued until all modifications have been complied with, and the final plans have been filed in the Town Clerk's office. 18. Engineering comments of 9/8/00 must be addressed to the Town Engineer's satisfaction. 19. Details of open space access way markers to be finalized with the Director of Planning. 20. Walkway to be field located on Town land with Town's staff. Black and white transparent mylars of Sheets #4 and 5 with the above modifications, together with three blueprint copies of the entire set of plans (including architectural elevations) must be submitted to this Commission within 30 days to be stamped and signed. The letters of approval of this Commission, as well as the Inland Wetlands Agency/Conservation Commission, must be reproduced on the mylars. After mylars have been signed by the Commission, they will be returned to you for filing in the Office of the Town Clerk by 1/11/01. After filing these plans, a copy of the receipt must be submitted to the Planning Department. Sincerely, 'X)hzze'- ®r Walter J. Mealy, Chairman Planning and Zoning Commission cc: Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal Board of Education Design Professionals, Inc. Attorney Bob Peters Pavement Sweeping: The paved roadways should be swept a minimum of once per year in the spring after the last snowfall. Outlet Structure: The detention basin outlet structure shall be inspected twice annually, and all debris and silt shall be removed. The discharge point from the outlet system shall be inspected also, and all silt and debris shall be removed. The riprap at the discharge shall be re-arranged and additional stone added as needed. All silt and debris shall be disposed of at a suitable location. Emergency Spillway: The stone spillway shall be inspected twice yearly. The spillway shall also be inspected after any flow passes through it. Topographic Contour Maps: Topographic contour maps have been provided showing the drainage areas for the site at a scale of 1"= 40'. The maps showing the existing and developed conditions are included in the rear of this report. Floodplain Boundaries: There are no floodplain boundaries on the site. Drainage Design: The drainage design of the site has been completed utilizing a number of computer programs and generally accepted design methods. The runoff from the site under existing and developed conditions was developed utilizing the TR-55 computer program. The flood routing and detention basins modeling.was completed utilizing the Hydroflow Hydrographs for Windows computer program by Intelisolve. The drainage piping on site was designed using the rational formula. Under existing conditions, the site drains to the north. The TR-55 calculations for the existing runoff to the north are contained in appendix B. The summary of the results is as follows: Design Storm Peak Discharge (CFS) 2 year 0 10 year 0.6 25 year 1.0 50 year 2.0 100 year 3.0 Under developed conditions, the site was designed to drain to the north to the proposed detention basin The TR-55 analysis for the discharge to the basin is included in appendix C. Due to the inclusion of the infiltration basins, the area of runoff under developed conditions is less than under existing conditions. The developed flow consists of the combination of two drainage hydrographs. One represents the runoff from the roadway and the other represents the overland flow behind lots 8-13. The combination of these two hydrographs represent the developed flows to the basin. The summary of the existing, and developed conditions discharges to the detention basin are as follows for the 2-100-year storm event: Design Storm Exist. Peak Discharge (CFS) Developed Peak Discharge(CFS) 2 year 0 0.9 10 year 0.6 4.2 25 year 1.0 6.4 50 year 2.0 9.7 100 year 3.0 13.0 The detention basin has been designed to contain the 2-100 year storm events within the basin, and to discharge at a rate-less than or equal to the peak rate of runoff to the southeast under existing conditions. Storm events up to and including the 100-year storm event will discharge from the basin through 3 orifices, and the outlet pipe. Storms in excess of the 100-year storm event would discharge through a catch basin top on the outlet structure. The design of the detention basin is included in appendix D. The summary report for the hydrograph routings of the 2-100 year design storms through the detention basin are included in appendix E. A summary of the existing and post developed drainage discharges from the detention basin are as follows: Storm Event Existing Discharge(CFS) Developed Discharge (CFS) 2 year 0.0 0.3 10 year 0.6 0.6 25 year 1.0 1.0 50 year 2.0 1.9 100 year 3.0 2.9 Infiltration Basin Design: The on-site infiltration basins have been designed to contain and infiltrate the runoff from the roofs of each of the proposed single family homes. The volume of the drywell has been designed to totally contain the runoff for up to the 100- year design storm. The infiltration structures have been designed based on information obtained from a series of deep hole test pits conducted on site. The soil conditions were determined including restrictive layers, indications of high water, and groundwater elevations at time of testing. Based on the test pit information, permeability rates were estimated to be 25 ft/day for the soils on the site. Runoff from a typical house was estimated, and routed through an infiltration structure 4' deep, and 8' diameter with an additional 1' of stone around the structure. The structure Stormwater Management Plan Evergreen Estates South Windsor, Connecticut Prepared by Design Professionals,Inc. 165 South Satellite Road South Windsor,CT 06474 DPI Project No. 99-1273 July 13,2006 Table of Contents: Page# Introduction 1 Background 1 Proposed Development 1 Off-Site Analysis 1 Peak Runoff control 1 Riparian Buffers 2 Erosion/Sedimentation Control Systems 2 Storm-water Runoff Quality 2 Conveyance System 2 Discharge at the Natural Location 2 Maintenance and Operation 2 Topographic Contour Maps 3 Floodplain Boundaries 3 Drainage Design 3 Infiltration Basin Design 4 On-Site Storm Sewer Calculations 5 On-Site Water Quality Measures 5 Conclusions 5 Appendices Site Location Map A TR-55 (Existing) B TR-55 (Developed) C Detention Basin Design D Routing through Basin E Infiltration Basin F Storm Sewer Calculations G Drainage Area Maps Back of Report Introduction: The proposed development is to consist of a thirteen-lot subdivision, on approximately 22.2 acres of land. The site is located on the east side of Windsorville road in South Windsor, Connecticut. A site location map is included in Appendix A. Background: The site is presently undeveloped, and contains an evergreen tree farm. There is a ridge that runs north south through the site, and the site drains from this ridge to the east and west. The site has moderate grades on the western two thirds of the site. The eastern end of the site has more severe grades that run down to a wetlands area that traverses the site from north to south along the eastern end of the site. The eastern one third of the site is wooded. Along the northern and southern property lines are existing natural vegetation. Within the center of the site is a nursery with evergreen nursery stock. The land to the north of the site is presently used for tobacco farming. The site is bordered on the east by the Southern Connecticut Railroad, and to the south by and residential single family house lots, and undeveloped land. Proposed Development: The proposed development of the site is to consist of the installation of a 1300-foot cul-de-sac that would provide access to 13 single-family lots. A R-O-W will be provided for a future connection to the land to the north of the site. The storm-water management system for the site will consist of a number of elements that in combination will mitigate the impacts of the development on the storm-water runoff from the site. The majority of the site will drain into a series of catch basins that will collect the runoff from the road, driveway areas, and the lawns. The roofs of the houses will be directed into drywells. The runoff that is collected in the catch basins will be discharged into a proposed detention basin that will discharge to the existing storm sewer along the edge of Windsorville road. The proposed detention basin has been designed to detain the 2-100 year design storms at approximately equal to or below existing discharge rates. The basin will have a high level overflow for flows in excess of the 100-year storm event. The detention basin will also act as a water quality basin The runoff from the roofs of each of the houses will be directed into individual drywells on each lot. The drywells will provide recharge of the groundwater. Off-Site Analysis: The design of the proposed on-site storm-water drainage system has been completed with the goal of providing zero increase in peak runoff from the site, and in providing infiltration of storm-water for groundwater recharge. As such, no negative impacts to off-site facilities are anticipated. Peak Runoff Control: The majority of the site development will drain to the proposed detention basin. The basin will provide mitigation of peak storm-water flows. The design of the detention basin is outlined on pages 3 through 4 of this report. Riparian Buffers: Buffers consisting of natural vegetation presently exist on the north and south sides of the site. It is anticipated that much of this existing vegetation along the property lines will remain. Erosion/Sedimentation Control Systems: An extensive erosion/sedimentation control plan has been developed as part of the subdivision design. These measures include the following: 1. Installation of silt fence down-slope of disturbed areas. 2. Installation of silt fence around stockpiled materials. 3. Installation of silt fence around catch basins. 4. Use of the detention basin during construction as a sediment basin. 5. Seeding and mulching disturbed areas as soon as practical during construction. 6. Limiting the areas of disturbance during construction. 7. Installation of construction entrance pads, and sweeping of roadways as needed. 8. Maintenance of the above measures. Stormwater Runoff Quality: A number of water quality measures have been integrated into the site design to provide for treatment of the stormwater runoff from the site. These include the installation of catch basin sumps, and the use of the proposed detention basin as a water quality basin also. Conveyance System: The on-site conveyance system consists of a piped stormwater system discharging to a detention basin. The piped drainage system has been designed to accommodate the runoff from a 10 Yr design storm. The detention basin has been designed to handle the runoff from a 100-year design storm through the outlet, and larger storm events through the emergency overflow weir. Discharge at the Natural Location: The site discharge from the detention basin will be to the southeast to the existing storm-sewer system within Windsorville road. Maintenance and Operation: The following maintenance operations will be required to ensure the proper and efficient operation of the Storm Water Detention Basin System. The following maintenance schedule is intended to be a minimum guide, and additional inspections and maintenance measures may be required following large storm events that could cause the deposition of excess debris in the system. Pipe Outlet Locations: The pipe outlets and associated riprap shall be inspected annually and cleaned of silt and or debris. The riprap shall be re-shaped and replenished as required. Catch Basins: The catch Basins shall be inspected annually. The sumps shall be cleaned when the depth of material within the sumps reaches 1'. would be a depth of 5' into the ground to provide an additional 1' for the frame and grate. The reservoir report and summary of the hydrograph routing is included in appendix F. On-Site Storm Sewer Calculations: The storm sewer calculations for the storm piping within the proposed subdivision roadway are included in appendix G. The storm sewer has been designed for a 10-year design storm utilizing the rational formula. On-Site Water Quality Measures: The site design encompasses a number of water quality design elements. The infiltration basins on site will provide direct recharge of storm-water into the ground and therefore lower the volume of runoff from the site. The detention basin has been designed to provide an additional 1' of storage volume below the outlet elevation. Conclusions: The on-site stormwater system with the associated water quality and detention basin is expected to mitigate any potential impacts from the development of the site both due to increase of runoff, and water runoff quality. The infiltration basins will provide infiltration of a portion of the runoff from the site. APPENDIX A APPENDIX B GRAPHICAL PEAK DISCHARGE METHOD Version 2 .00 Project : Urso User: RICH Date: 07-11-.99 County : Hartford State: CT Checked: Date: Subtitle: Existing Conditions Data: Drainage Area 12 .85 * Acres Runoff Curve Number 40 Time of Concentration: 1. 09 * Hours Rainfall Type III Pond and Swamp Area NONE Storm Number i 2 3 4 - 5--- ---------------------- ------ ------ ------ ------ ------ Frequency (yrs) 2 10 25 50 100 24-Hr Rainfall (in) 3 .2 4.7 5.5 6.2 6 .9 Ia/P Ratio 0.94 0 .64 0.55 0.48 0 .43 Used 0.50 0.50 0 .50 0.48 0 .43 Runoff (in) 0 .00 0.17 0 .36 0 .56 0.80 Unit Peak Discharge 0.228 0.228 0.228 0.241 0.279 (cfs/acre/in) Pond and Swamp Factor 1.00 1 .00 1.00 1.00 1.00 0 .0t. Ponds Used Peak Discharge (cfs) 0 1 1 2 3 * - Value (s) provided from TR-55 system routines TIME OF CONCENTRATION AND TRAVEL TIME Version 2 . 00 Project : Urso User: RICH Date: 07-11-99 County : Hartford State: CT Checked: Date: Subtitle: Existing Conditions ------------------------------------------------------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain. (ft) (ft/ft) code (sg/ft) (ft) (ft/sec) (hr) ----------------------------------------------- ------------------------------- Sheet 3_2 150 .015 i 0.967 Shallow Concent'd 500 _025 u 0 .054 Shallow Concent'd 775 .035 u 0.071 Time of Concentration = 1.09* --- Sheet Flow Surface Codes. --- A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (No Ides. ) G Grass, Burmuda --- Surface Codes --- C Cultivated < 20 t Res . H Woods, Light P Paved D Cultivated > 20 a Res . I Woods, Dense U Unpaved E Grass-Range, Short J Range, Natural * - Generated for use by GRAPHIC method RUNOFF CURVE NUMBER COMPUTATION Version 2 .00 Project : Urso User: RICH Date: 07-11-99 County : Hartford State: CT Checked: Date: Subtitle: Existing Conditions ----------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A a C D Acres (CN) -------------------------------------------------------------------------------- OTHER AGRICULTURAL LANDS Brush - brush, weed, grass mix good 2 .41(30) 1.03 (48) - - Woods - grass combination good 6 .59 (32) 2 . 82 (58) - - Total Area (by Hydrologic Soil Group) 9 3_85 ------------------------------------------------------------------------------- TOTAL DRAINAGE AREA: 12 .85 Acres WEIGHTED CURVE NUMBER: 39 ------------------------------------------------------------------------------- APPENDIX C GRAPHICAL PEAK DISCHARGE METHOD Version 2 .00 Project : Urso2 User: RICH Date: 07-11-99 County : Hartford State: CT Checked: Date: Subtitle: Proposed Conditions II Data: Drainage Area 10 .21 * Acres Runoff Curve Number 53 * Time of Concentration: 0 .42 * Hours Rainfall Type III Pond and Swamp. Area NONF, - ---Storm Number Number 1 2 3 4 5 Frequency (yrs) 2 10 25 50 100 24-Hr Rainfall (in) 3.2 4 .7 5.5 6.2 6.9 Ia/P Ratio 0.55 0.38 0.32 0.29 0.26 Used 0.50 0.38 0 .32 0.29 0.26 Runoff (in) 0 .20 0 .73 1.10 1.47 1 .88 Unit Peak Discharge 0.314 0 .488 0.555 0 .589 0.604 (cfs/acre/in) Pond and Swamp Factor 1.00 1.00 1.00 1.00 1.00 O .Os Ponds Used Peak Discharge (cfs) 1 4 6 9 12 * - Value (s) provided from TR-55 system routines RUNOFF CURVE NUMBER COMPUTATION Version 2 .00 Project : Ursd2 User: RICH Date: 07-11-99 County : Hartford State: CT Checked: Date: Subtitle: Proposed Conditions 11 Subarea : 001 ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- FULLY DEVELOPED URBAN AREAS (Veg Estab. ) Open space (Lawns,parks etc. ) Good condition; grass cover > 750 6.15 (39) 2 .63(61) - - Impervious Areas Paved parking lots, roofs, driveways - 1.43 (98) - - Total Area (by Hydrologic Soil Group) 6.15 4 .06 ------------------------------------------------------------------------------- SUBAREA: 001 TOTAL DRAINAGE AREA: 10 .21 Acres WEIGHTED CURVE NUMBER: 53* ------------------------------------------------------------------------------- * - Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Version 2 .00 Project : Urso2 User: RICH Date: 07-11-99 County : Hartford State: CT Checked: Date: Subtitle: Proposed Conditions II ------------------------------------------------------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet 3 .2 50 .010 f 0_1-" Sheet 75 .030 f 0 .161 Open Channel 900 3 0 .083 Time of Concentration = 0.42* ------------------------------ Subarea #2 - 002 ------------------------------- Flow Type . 2 gear Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet 3 .2 100 .01 f 0.314 Sheet 100 .03 h 0.304 Shallow Concent'd 850 .034 u 0.079 Time of Concentration = 0 .70* --- Sheet Flow Surface Codes --- A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (No Res. ) G Grass, Burmuda --- Surface Codes --- C Cultivated < 20 % Res . H Woods, Light P Paved D Cultivated > 20 a Res . I Woods, Dense U Unpaved E Grass-Range, Short J Range, Natural * - Generated for use by GRAPHIC method GRAPHICAL PEAK DISCHARGE METHOD Version 2 . 00 Project : Urso User: rich Date: 07-13-99 County : Hartford State: CT Checked: Date: Subtitle: Sub Back yard Data: Drainage Area 2 .6 * Acres Runoff Curve Number 46 * Time of Concentration: 0 .70 * Hours Rainfall Type III Pond and Swamp Area NONE Storm Number 1 2 3 4 5 Frequency (yrs.) 2 10 25 50 100 24-Hr Rainfall (in) 3.2 4.7 5.5 6.2 6 .9 Ia/P Ratio 0.73 0.50 0.43 0.38 0.34 Used 0.50 0.50 0.43 0.38 0.34 Runoff (in) 0.06 0.39 0 .67 0.95 1.27 Unit Peak Discharge 0.267 0.267 0.344 0.392 0.428 (cfs/acre/in) Pond and Swamp Factor 1.00 1.00 1.00 1.00 1.00 0 .9$ Ponds Used Peak Discharge {cfs) 0 0 1 1 1 W - Valu6(9-) Provided from TR-55 system routines TIME OF CONCENTRATION AND TRAVEL TIME Version 2 .00 Project : Urso User: rich Date: 07-13-99 County : Hartf-ord State: CT Checked: Date: Subtitle: Sub Pack yard ------------------------------------------------------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet 3 .2 100 .01 f 0 .314 Sheet 100 .03 h 0.30h Shallow Concent'd 900 .034 u 0..0-84 Time of Concentration = 0 .70* --- Sheet Flow Surface Codes --- A Smooth Surface F Grass, Dense --- Shallow -Concentrated --- B Fallow (No Res. ) G Grass, Burmuda --- Surface Codes - C Cultivated < 20 % Res. H Woods, Light P Paved D Cultivated > 20 % Res. I Woods, Dense U Unpaved E Grass-Range, Short J Range, Natural * - Generated for use by GRAPHIC method RUNOFF CURVE NUMBER COMPUTATION Version 2 .00 Project : Urso User: rich Date: 07-13-99 County : Hartford State: CT Checked: Date: Subtitle: Sub Back yard ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- FULLY DEVELOPED URBAN ..AREAS (Veg -Estab. ) Open space (Lawns,parks etc. ) Good condition; grass cover > 75% 1.82 (39) 0 .78 (61) - - Total Area (by Hydrologic Soil Group) 1 .82 .78 ------------------------------------------------------------------------------- TOTAL DRAINAGE AREA: 2 .6 Acres WEIGHTED CURVE NUMBER: 46* ------------------------------------------------------------------------------- * - Generated for use by GRAPHIC method APPENDIX D Reservoir Report Pie , Reservoir No. 8 Pond9 Culvert/Orifice Structures Weir Structures [A] [B] [C] [A] [B] [C] Rise(in) = 4.0 4.0 10.0 Crest Len(ft) = 0.0 0.0 0.0 Span (in) = 4.0 4.0 10.0 Crest El.(ft) = 0.00 0.00 0.00 No.Barrels = 1 1 1 Weir Coeff. = 3.00 3.00 3.00 Invert El.(ft) = 112.00 114.60 116.10 Eqn. Exp. = 1.50 1.50 1.50 Length(ft) = 10.0 10.0 10.0 Multi-Stage = No No _ No Slope(%) = 1.00 1.00 1.00 N Value = .013 .013 .013 Orif.Coeff. = 0.60 0.60 0.60 Multi-Stage = - No No Tailwater Elevation = 0.00 ft Note:All outflows have been analyzed under inlet and outlet control. Stage/ Storage/ Discharge Table Stage Storage Elevation Culy.A �Culv_B Culy.-C SNeirA WeirB Weir-C Discharge (ft) (cuft} (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.0 00 - 112.00 -0.00 0.00 -0.00 - - 0.00 0.2 919 112.20 0.13 0.00 0.00 - - - 0.13 0.4 1,837 112.40 -0.17 10:00 10.00 - - - 0.17 0.6 2,756 112.60 0.25 0.00 0.00 - - - 0.25 0.8 3,a74 112.80 -0.31 0,00 0.00 - - -- 0.31 1.0 4,593 113.00 0.36 0.00 0.00 - - - 0.36 1.2 5,511 11320 0.41 0m 0.00 - 1.4 6,430 113.40 0.45 0.00 0.00 - - - 0.45 1.6 7,348 113.60 0.49 0.00 0.00 - - - 0.49 1.8 8,267 113.80 0.52 0.00 0.00 - - - 0.52 2.0 9,185 114.00 0.55 0.00 0.00 - - - 0.55 2.2 10,502 11420 0.58 0.00 0.00 - - - 0.58 2.4 11,819 114.40 0.61 0.00 0.00 - - - 0.61 2.6 13,136 114.60 0.64 0.00 0.00 - - - 0.64 2.8 14,453 114.80 0.67 0.13 0.00 - - 0.80 3.0 15,770 115.00 0.69 0.17 0.00 - - - 0.86 3.2 17,087 115.20 0.72 0.25 0.00 - - - 0.97 3.4 18,404 115.40 0.74 0.31 0.00 - - - 1.05 3.6 19,721 115.60 0.76 0.36 0.00 - - - 1.13 3.8 21,038 115.80 0.79 0.41 0.00 - - - 1.19 4.0 22,355 116.00 0.81 0.45 0.00 - - - 1.26 4.2 24,115 116.20 0.83 0.49 0.59 - - - 1.90 4.4 25,875 116.40 0.85 0.52 1.01 - - - 2.38 4.6 27,635 116.60 0.87 0.55 1.31 - - - 2.73 4.8 29,395 116.80 0.89 0.58 1.55 - - - 3.03 5.0 31,155 117.00 0.91 0.61 1.83 - - - 3.35 Continues on next page... Pond9 Page 2 Stage I Storage / Discharge Table Stage Storage Elevation Culy.A Culy.B Culy.C Weir A Weir B Weir C Discharge (ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 5.2 32,915 117.20 0.93 0.64 1.93 — — 3.49 5.4 34,675 117.40 0.95 0.67 2.39 — — — 4.01 5.6 36,435 117.60 0.96 0.69 2.73 — — — 4.39 5.8 38,195 117.80 0.98 0.72 2.97 — — — 4.67 6.0 39,955 118.00 1.00 0.74 3.20 — — — 4.94 APPENDIX E 1� Hydrograph Summary Report Hyd. Hydrograplr Peak Time Turn to Yohrme Return Inflow Maxssunn Maximum Hydrograph No. tyke now interval Peak pew hyd(s) etevation storage description (origin) (on) (min) (MM) (acft) (Yrs) (n) (cult) 1 SCS Runoff 0.0 2 1448 QOD 2 - Fig 2 SCS Runoff 0.9 2 758 0.29 2 - - Proposed-Ta 1a01 3 SCS Runoff 0.6 2 844 0.39 10 - - Existing 4 SCS Runoff 4.0 2 746 0.62 10 - - - Proposed 5 SCS Runoff 1.0 2 794 0.41 25 - Existing 6 SCS Runoff 60 2 744 0.82 25 - Proposed Ta ©�}D 7 SCS Runoff 2.0 2 792 0.74 50 - Existing 8 SCS Runoff 90 2 742 1.16 50 - - Proposed 7a 9 SCS Runoff 3A. 2 784 O94 100 - - - Existing t0 SCS Runoff t2.0 2 740 1_49 t0D - Proposed 11 SCS Runoff 0.0 2 930 0.01 2 - Back YaFd 12 SCS Runoff 0.3 2 768 Q09 t0 - - - Back Yard REI-O A 13 SCS Runoff 0.6 2 764 0.14 25 - - Back Yard 14 SCS Runoff 1 A 2 760 0.21 50 - Back Yard 15 SCS Runoff 1.4 2 758 025 t0o - - Back Yard 16 Combine 0.9 2 758 Q30 2 2+11. - Combined Flow 17 Comber 4.2 2 748 0.70 10,; 4+12 - Combined Flow -To w 18 Combine 6.4 2 744 0.96 25 6+13 Combined Flow CDC PL.} 19 Combine 9.7 2 744 1.37 50 8+14 - Combined Flow 20 COmbine MID 2 742 1.75 t00 10+15 Caked Flaw 21 Reservoir 0.3 2 978 0.30 2 16 11284 3866 Proposed 22 Reservoir 0.6 2 98D 0.70 10 17 114.53 12669 Proposed 23 Reservoir 10 2 912 0.96 25 18 115.28 17593 Proposed FAO? �A5 t 24 Reservoir 1.9 2 838 1.37 50 19 116.19 24022 Proposed 25 Reservoir 29 2 800 1.75 10D 2D 116:74 289D7 Proposed Proj. file: URSOCOMB.GPW lDF file: HARTFORD.IDF Run date: 07-14 2000 APPENDIX F Reservoir Report Page Reservoir No. 6 BLDG basin Culvert/Orifice Structures Weir Structures {A] [B] [C] [A►] [B] [C] Rise(in) = 0.0 0.0 0.0 Crest Len(ft) = 0.0 0.0 0.0 Span(in) = 0.0 0.0 0.0 Crest El.(ft) = 0.00 0.00 0.00 No.Barrels = 0 0 0 Weir Coeff. = 0.00 0.00 0.00 Invert El.(ft) = 0.00 0.00 0.00 Eqn.Exp. = 0.00 0.00 0.00 Length(ft) = 0.0 0.0 0.0 Multi-Stage = Slope(%) = 0.00 0.00 0.00 N Value = .000 .000 .000 Orif.Coeff. = 0.00 0.00 0.00 Mufti-Stage = - Tailwater Elevation = 0.00 It Norte:All outflows have been analyzed under inlet and outlet control. Stage/ Storage I Discharge Table Stage Storage Elevation CuIv.A Culy.B ..Cum C Weir A Weir B Weir C Discharge (ft) (cult) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.0 00 101.00 - - - - - - 0.00 0.1 14 101.10 - - - - - 0.00 0.2 28 101.20 - - - - - - 0.00 0.3 43 101.30 - - - - - - 0.00 0.4 57 101.40 - - - - - - 0.00 0.5 71 101.50 - - - - - - 0.00 0.6 85 101.60 - - - - - - 0.01 0.7 99 101.70 - - - - - - 0.01 0.8 114 101.80 - - - - - - 0.01 0.9 128 101.90 - - - - - - 0.01 1.0 142 102.00 - - - - - - 0.01 1.1 156 102.10 - - - - - - 0.01 1.2 170 10220 - - - - - - 0.01 1.3 185 102.30 - -- - - - - 0.02 1.4 199 102.40 - - - - - - 0.02 1.5 213 102.50 - - - - - - 0.02 1.6 227 102.60 - - - - - - 0.02 1.7 241 102.70 - - - - - - 0.02 1.8 256 102.80 - - - - - - 0.03 1.9 270 102.90 - - - - - - 0.03 2.0 284 103.00 - - - - - - 0.03 2.1 298 103.10 - - - - - - 0.03 2.2 312 103.20 - - - - - - 0.03 2.3 327 103.30 - - - - - - 0:03 2.4 341 103.40 - - - - - - 0.03 2.5 355 103.50 - - - - - - 0.03 Confinues on next page... BLDG basin Page 2 Stage t Storage/ Discharge Table Stage Storage Elevation Cult'.A Culy,B Cult'C Weir A Weir B Weir C Discharge (ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 2.6 369 103.60 - - - - - - 0.04 2.7 383 103.70 - - - - - - 0.04 2.8 398 103.80 - - - - - - 0.04 2.9 412 103.90 - - - - - - 0.04 3.0 426 104.00 - - - - - - 0.04 3.1 440 104.10 - - - - - - 0.04 3.2 454 104.20 - - - - - - 0.04 3.3 469 104.30 - - - - - - 0.04 3.4 483 104.40 - - - - - - 0.04 3.5 497 104.50 - - - - - - 0.05 3.6 511 104.60 - - - - - - 0.05 3.7 525 104.70 - - - - - -- 0.05 3.8 540 104.80 - - - - - - 0.05 3.9 554 104.90 - - - - - - 0.05 4.0 568 105.00 - - - - - - 0.05 4.1 572 105.05 - - - - - - 0.05 4.1 576 105.10 - - - - - - 0.05 4.2 580 105.15 - - - - - - 0.05 4.2 584 105.20 - - - - - - 0.05 4.3 588 105.25 - - - - - - 0.05 4.3 591 105.30 - - - - - - 0.05 4.4 595 105.35 - - - - - 0.05 4.4 599 105.40 - - - - - - 0.05 4.5 603 105.45 - - - - - - 0.05 4.5 607 105.50 - - - - - - 0.05 Hydrograph Summary Report Page 1 h d- Hydrograph Peak Time Time to doHene Return Inflow Maxsnwn Maxuwxum Hydrograph NO. type Vow interval peak period hyd(s) elevation storage won (Origk+) (ds) ( } (acIft) (yrs) tR) (CUM 1 SCS Runoff 0.2 2 724 (102 2 — typieaitxxl� 2 SCS Runoff 0.4 2 724 0.03 10 — typical t F!a Yo 3 SCS Runoff 05 2 724 0.03 25 — — — types bum 17PZYWIPCL 4 SCS Runoff 0-5 2 724 0.04 50 — typical buildi 5 SCS Runoff 0.6 2 724 0.04 100 — typical bL", 6 Resew 0.0 2 754 0.02 2 1 403.32 329 typical bum Ra�fl b 7 Reservoir D.0 2 754 M0E3 10 2 104.92 _Czw OP 8 Resew 0.1 2 732 0:03 25 3 105.35 688 iypicalbuldi dRYW u.. 9 Reservoir 0.1 2 726 0.04 50 4 105 60 811 typical buik6 10 Reservoir 'G.1 2 724 004 f00 5 f05.76 937 M*afbuft Proj. file: URSQBASN.GPW OF fife: SAMPLEADF Run date- 07-14-2000 APPENDIX G IINIIIIIIIIIIIIIIIIlO IIIIIIA���i9�11����IiBDepth of Flow DESIGN PROFESSIONALS, INC. civil engineers . planners . surveyors . -is Abutters List Horseshoe Lane Associates, LLC Windsorville Road 1.) J.E. Shepard Co.,P.O. Box 415,East Windsor Hill, CT 06028 2.) Mary B. Shepard, P.O. Box 415,East Windsor Hill,CT 06028 3.) Jet Lines Inc., c/o Buckey Pipe, P.O. Box 368,Emmaus, PA 18049 4.) Town of South Windsor, Gordon Drive, South Windsor, CT 06074 5_) Harvey R. Fine and Deborah M. Surv, 113 Gordon Drive, South Windsor, CT 06074 5.) Scott A. Moore, 108 Wendy Drive, South Windsor,CT 06074 7.) Theresa Ricci, 101 Wendy Drive, South Windsor, CT 06074 8.) Manuel R. Salinas& Rosa E. Surv, 173 Windsorville Road, South Windsor, CT 06074 165 South Satellite Road,South Windsor,Connecticut 06074 Tel: (860)291-8755 * Fax: (860)291-8757 DESIGN PROFESSIONALS, INC. civil engineers • planners . surveyors . gis Transmitted via certified mail July 1 0V Dear Current Abutting Property Owner: Re: Subdivision Application .1111 19 23i Horseshoe Lane Associates,LLC WindsorL.. t �°}"E i dsor ille Road O '+`� South Windsor,Connecticut iNLAN-t VVE)LANDS Ajj FF jCyi CONSERVATION COMMISSION In accordance with regulations of the Inland Wetlands Agency and of the Planning&Zoning Commission,we are required to notify you that an application has been filed on the property abutting yours and is subject to hearings by the IWA&PZC. The application and plans are on file with the South Windsor Planning Department in the Town Hall. As an abutting property owner you are invited to the hearing to ask questions and/or give comments,however,you are not required to attend. You may also submit written comments regarding the application prior to the hearing if you so desire. For further information regarding the specific date this application will be heard,please contact Debbie Wark,Recording Secretary,Michele Lipe,Deputy Planning Director or Jeffrey Folger,Wetlands Agent,at the South Windsor Planning Department at 644- 2511,ext.253,252 or 229,respectively. Thank you. Sincerely, DESIGN FESSIONALS,INC. By: A/a/ve Peter R.DeMalhe Principal cc: Robert Urso Jeffrey Folger Marcia Banach Galen B.Semprebon,P.E. Sue Hopkins,P.E. 165 South Satellite Road, South Windsor, Connecticut 06074 Tel: (860)291-8755 •Fax: (860)291-8757 �A ap slou� S 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 �f Yosoe•co''�w AREA CODE 860 / 644-2511 To: Design Professionals 165 So. Satellite Road South Windsor, CT 06074 From: Jeffrey H. Folger--Environmental Planner, Town of South Windsor Date: August 7, 2000 Re: Appl. #00-32P - Review of the proposed Evergreen Estates Subdivision- Plans dated 7/14/00. I have reviewed the proposed plan with the following additional comments: Proposed catchbasin sumps should be a minimum of 4 feet deep to maximize storage of sediment prior to the detention basin. ED �i 11 0 14 N Sf,` V 9 e ` 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 �l��soe•co�'�� AREA CODE 860 / 644-2511 To: Design Professionals 165 So. Satellite Road South Windsor, CT 06074 From: Jeffrey H. Folger—Environmental Planner, Town of South Windsor Date: August 7, 2000 Re: Appl. #00-32P - Review of the proposed Evergreen Estates Subdivision - Plans dated 7/14/00. I have reviewed the proposed plan with the following initial comments: The proposed detention basin is shown to have a.bottom elevation 1"below the outlet invert. No details concerning the detention basin have been provided on the plans. Seeding types, and rates should be provided. Additionally topsoiling depths and soil amendments should be shown on the details. Topsoil depth in the basin should be at least 12" amended with fully composted vegetative matter to comprise 30% of the total volume. This will optimize the germination and growth of proposed basin plantings. Travel time of stormwater through the basin should be extended. Grading the bottom of the basin to provide a circuitous path through the basin can maximize travel time. Silt fence on lot#7 should be placed between the limit of grading and the slope to the east. Soil stockpile locations should be shown on the plan with appropriate erosion controls. Elevations should be shown on the contour lines present on the Sedimentation & Erosion Control Plan. MEMORANDUM To: Marcia A. Banach, Director of Planning From: Jerry C. Iazzetta, P.E., Town Engineer Date: August 8, 2000 Re: Evergreen Estates Subdivision 00-30P We have reviewed the plans dated July 14, 2000 for the proposed Evergreen Estates Subdivision and have the following comments: General 1. The plan shows a future roadway to the property to the north. The applicant should provide a concept plan showing that the location for this future road can be utilized for development of the adjacent parcel. 2. The proposed name"Topstone Drive"should be changed as it can be confusing as the golf course is named Topstone and there is no physical connection between the two. 3. Septic system design must be approved by the Town Sanitarian. 4. Windsorville Road should be widened the entire frontage of the subdivision such that the width from the centerline of the road is 15 feet. Plot Plan — Sheet 4 1. The information for the PC at monument 6 and the PT at monument 8 is difficult to read. This should be revised. 2. The street line along Windsorville Road is shown as assumed. This should be established and deeded to the Town. 3. Note 3 seems incomplete. 4. Street tree and utility easements should be shown. 5. Grading easements should be established on both sides of the proposed R.O.W. for the future road to the north. 6. Iron pins should be placed at the northerly corners of lots 1, 2 and 3. 7. Monuments should be placed where the R.O.W. for the future road meets the northerly boundary line. 8. The total length of bearing S 710 13' 30" E should be shown. 9. Bearing and total distance should be shown for the R.O.W. line on north side of Topstone Dr. 10. Width of proposed pavement should be shown. Plot Plan - Sheet 5 1. The radius of the pavement in the cul-de-sac should be shown. 2. Note 3 seems incomplete. Topographic Plan — Sheet 6 1. The plan is certified as T-3, town standard is for T 2 accuracy. 2. There is an existing drainage ditch along Windsorville Road that is not shown. Applicant must show the ditch and indicate how the crossing of the proposed road over the ditch will be handled. 3. The intersection sight distance is shown. What is the 85t' percentile speed at this location? 4. The sidewalk at Windsorville Road is not shown terminated — the lines just stop. Handicap ramps should be provided. 5. The detention basin a. Top of frame and invert elevations for the outlet structure should be shown. b. Invert for flared end should be shown. Also flared end should be labeled as such. C. Basin bottom should be graded as per the Public Improvement Specifications to provide a serpentine channel to maximize travel time. 6. Footing drain outlet for lot 12 should be connected to CB 5. 7. _ Back water valves are required for all footing drain outlets except lots 7 and 8. 8. Cleanouts are required for footing drain outlet pipes in lots 11 and 9 located at the bends. 9. The future roadway to the north should be paved such that the edge of pavement is about 35 to 40 feet from north edge of Topstone Drive pavement. Also catch basins should be provided and connected to the proposed system. 10. Existing contours cannot be seen in most locations. Topographic Plan — Sheet 7 1. Two (2) catch basins should be placed in the cul-de-sac at about station 13+00. (along the gutter) 2. Lot 7 footing drain outlet pipe invert elevation at the building is required. 3. The plan is certified to T-3 accuracy, the town standard is for T-2 accuracy. Plan and Profile — Sheet 8 1. The detention basin, including the outlet structure and connection to the existing catch basin in Windsorville Road should be shown. Inverts and top of frame elevations should be shown. 2. The profile shows the slope of the road as 3% with exception of about 50' near Windsorville Road. Is this correct? If so, why is this line shown as existing? 3. Profile should be shown for both detention basin inlet and outlet pipes. Plan and Profile — Sheet 9 1. Slope of proposed road should be shown. 2. Slope of proposed road at about 12 + 90 is shown as 0%. Is this correct? If so, this does not meet standards. 3. Profile of waterline has no end point. Details - Sheet 14 1. Detention basin outlet structure detail is not the town standard detail. Attached is a copy of Mr. Mel Stead, Supt. of Street Service's memorandum of July 28, 2000 with some additional comments. JCl/sfg cc: Jeffrey H. Folger, Environmental Planner/Conservation Officer \\TOWN_HALL\V0L2\ENGINEER\Proj.-P&Z Wetland Applications\Evergreen\Review 8-8.doc MEMORANDUM DATE: July 28,2000 TO: Jerry Iazzetta, Town Engineer ✓ Marcia Banach, Town Planner ' FROM: ; Mel Stead, Street Superintendent RE: Topstone Plan The newly proposed Topstone Drive will intersect with Windsorville Road in an area where there is a roadside drainage ditch. The ditch starts about 20 feet northeast of their northeast property line at an endwall and runs for about 450 feet+/-to a head wall. Both pipes at these concrete walls are 24"concrete. A drainage system with catch basins and RCP extends fiuther southwest under Windsorville Road. The plan does not address how this useful drainage channel will be handled. The proposal does not show any conduit for storm water to get from one side of Topstone Drive to the other. Several things should be addressed: • Note the existence of this channel on the plan. • Show how the road will effect the water flow. • Propose a solution. • Consider piping the ditch and installation of catch basins. • Consider the effect on the existing utility poles. • Consider improvement of the edge of Windsorville Road at least 100 feet each side of Topstone Drive. The edges here are soft and the new turning action will further effect the condition. MCS/gem i yyy ,'•. s J U L 3 1 2000 ;� a AST W I M ® 8 ® R MEADOW HARVEST pP� SITE LANE �m � -pO O 90 � vG2 3 HIGH TOWER S R () 4E o \NO ��\ o Rollo Rr1,F .3:� m O m RCygR� � � 4AM Oq0 McGRq T RYE N ROqo STREET F, O RYE STREET CEMETERY PARK BRooK,... oFR ,.. FF Thor'•-`. % ' �.i oR�F/F�o i F RYE STREET PARK Q o r W 1 o I v m cn STR m W F P�RIV LOCATION PLAN DESIGN PROFESSIONALS INC. r TOWN OF EAST WINDSOR 146-2 z P� Fy0 146-1 yob 146-3 1 / / 2 \ �\ 3 O ►A 5 146-33 \\\J/ 12 146-22 146-32 G2F 146-23 10 146-21 6-31 146-24 146-20 146-11 146-19 146-12 146-25 �Oy Q 146-13 146-6 v `\ 146-18 ��L� \ • 46-1 146-14 ROOD 146-7 146-15 GO 146-8 1.46-9 146-5 TOPSTONE GOLF COURSE \ 146-10 136-14 / 136-22