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HomeMy WebLinkAboutSite Plan Modfication TOWN OF SOUTH WINDSOR - INLAND WETLANDS, WATERCOURSES AND CONSERVATION APPLICATION MAR - 2005 Application# ()2>- 1 q Date Received a 15 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, Section V1I—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: Nutmeg Recycling, LLC Address: 237 Dupont Avenue,Newburgh,NY 12551 Phone: (work) (845) 561-0160 (fax) (845) 562-8412 B. Legal owner's name: Alta Realty Company,LLC Address 237 Dupont Avenue,Newburgh, NY 12551 Phone(work)(845) 561-0160 (fax)(845) 562-8412 (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): Hudson Baylor Corporation 1. Contact Person(if further information is needed) Design Professionals, Inc. (work)291-8755 (fax)291-8757 E. The-geographical location of the property which is to be affected bythe 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#122 Parcel# 8 Zone: I 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: 50 s.f wetlands disturbance for grading associated with drainage. 1600 s.f within upland review area for access road and parking installation. 4300 s.f.within upland review area for installation of detention/water quality basin. 3500 s.f within upland review area for installation of storm piping and associated grading. 2000 s.f within upland review area for reserve parking area. (Not to be constructed unless needed.) 11,450 s.f. Total. 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 regulated buffers). 11,450 sT of regulated upland review area disturbed. 50 s.f of direct wetlands disturbance. All fill to be clean fill. K. Acreage of wetlands and watercourses in regulated areas to be altered: 50 s.£ of direct wetlands disturbance. L. Acreage of wetlands and watercourses to be created: 0 M. Lineal feet of proposed stream alteration: 0 N. Total land area of project and percentage which is wetlands: Total site= 1,246,811 s.f. wetlands =22,000 s.f. = 1.76% 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.) Planning and Zoning—site plan modification. P. The applicant (or designated representative) hereby attests that a sign will be posted at the following location(s)_300 Rye Street By: Design Pro sionals, Inc. Name: Peter R. DeMallie, President on or before followin ate: As directed by Town Staff r Signature: /'X AX111 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 eva eating the merits of the application both before and after a final decision has been issued. Signs re of er of roperty Date f Signature of Applicant Date 3, �� CONNECTICUT DEPARTMENT OF ENVIRONMENTAL PROT TION-"- : Statewide Inland Wetlands & Watercourses Activity Reporting Form In accordance with the requirements of Section 22a-39-14 of the Regulations of Connecticut State Agencies,this form is to be completed for each action taken by an inland wetlands agency established pursuant to Section 22a42 of the Connecticut General Statutes. Use a separate form to report each action taken by the agency. It is recommended that this form be made part of the application package. Inland wetlands agencies are responsible for verifying that the information proyided below is accurate and that it reflects the final action of the agency. 1. TOWN IN WHICH THE ACTION IS OCCURRING: &iAib a i1d-w Does this project cross municipal boundaries? Yes No If so, please list the other towns in which the action is occurring: 2. LOCATION: USGS Quad Map name: Marches r Conn AND Number: �g Attach a clean 8 '/2 "x I I"original scale photocopy of the USGS Quad Map with,in red ink, the boundary of the project site outlined(where possible)or the project site pinpointed with an arrow. Do not circle the "general vicinity"of the site. In the lower right-hand comer of each USGS Quad Map there is an identifying name,write the name from the corresponding map in the space provided above. Quad numbers are found on the Connecticut Town and Quadrangle Index Map (the directory to all USGS Quad Maps). Please provide the number in the space provided above. Do not attach a copy of the National Wetlands Inventory Map. Do Not attach a copy of the Connecticut Town and Quadrangle Index Map. 3. NAME OF APPLICANT,VIOLATOR OR PETITIONER:JJAa.-ac., sowlnr C(�tonfu hon Cav, 1-11 Supply the name of the person applying for a permit,petitioner for a map amendment or jurisdictional ruling,or recipient of the enforcement action. 4. NAME FOR PROJECT SITE: aAdSCIO L a4 1pY Coria&- th4 Supply the name given to the project,or the name by which the project site is generally known. Briefly describe �Yi1/QWat,l GtV1Gt�h �er0ct: +D G 0 I' - ["Su1Ic�6n AP Qa✓onz, YC � 1 � f flon basifl .5. ACTIVITY TYPE CODE: 9 f r) , Tip , Provide the code or codes which best characterize the activity being reported. A maximum of 4 codes may be entered. For example, locating a driveway in a buffer/upland review area would be code"9"and code"12"(code "7"is not used). The construction of a house in the buffer/upland review area would most likely be codes "2"for excavation,"9"for driveway construction,and "12"for buffer/upland review area. Construction of a parking lot in a buffer/upland review area may be codes"1", "7","10",and "12". 1 ... Filling 7 . . .. Culverting(not for roadways) 2 ... Excavation 8 . ... Underground Utilities (no other activities) 3 . .. Land Clearing/Grubbing(no other activity) 9 . . .. Roadway/Driveway Construction 4 ... Stream Channelization 1.0 ... Drainage Improvements 5 . .. Stream Stabilization 11 . .. Pond Dredging/Dam Construction 6 . .. Stream Clearance (removal of debris only) 12 . ..Activity in Buffer/_Upland Review Area 6. ACTIVITY PURPOSE CODE: Enter only one code letter which best characterizes the activity. ALL STATE AGENCY PROJECTS MUST ONLY CODE"N".' A . . . Residential Improvement by Homeowner I .. . Storm Water/Flood Control B . .. New Residential Development for Single Family Units J . .. Erosion/Sedimentation Control C .. . New Residential Development for Multi-Family/Condos K. .. Recreation/Boating/Navigation D . .. Commercial/Industrial Uses L . .. Routine Maintenance E .. . Municipal Project M .. Map Amendment F . .. Utility Company Project ON... State Agency Project G ... Agriculture,Forestry or Conservation P . . . Other H ... Wetland Restoration,Enhancement,Creation REVISED 1198 7. AREA OF WETLANDS AND/OR WATERCOURSES ALTERED: • Include areas that are altered or are proposed to be altered,temporary or permanent,for all agency permits,denials,amendments. and enforcement actions. Remember,these figures represent only the acreage altered,not the total acreage of wetlands or watercourses.on the site. Figures should be provided by the applicant in the application. Provide all information in acreage including those areas less than one acre. To convert from square feet to acres,divide square feet by the number 43,560. Enter a zero if there is no alteration. Open water body altered refers to lakes,ponds or similar bodies of water that are filled or dredged. Stream alterations are to be reported in linear feet and include the total length of the river,brook,stream or other watercourse directly altered as a result of the action taken by the agency. Include any culverting(roadway,etc.),channel improvements,rip rap installation,relocation or dredging. A. Wetland Area Altered: 00\ ACRES B. Open Water Body Area Altered: _� ACRES C. Stream Alteration: �_ LINEAR FEET 8. BUFFER/UPLAND REVIEW AREA ALTERED: br 0�O ACRES Buffer or upland review areas are those areas adjacent to wetlands or watercourses where activities are regulated by the local agency. Report the acreage of upland review areas that are altered or are proposed to be altered,temporary or permanent,for all agency permits,denials,amendments,and enforcement actions;or for agent approval pursuant to 22a-42a(c)(2), For example,a 2 acre project site may have an activity occurring in 1 acre of buffer/upland review area and 0.25 acres of wetlands. Therefore,0.25 acres will be reported on line 7A and 1 acre on line S. 9. AREA OF WETLANDS AND/OR WATERCOURSES RESTORED,ENHANCED OR CREATED : �_ ACRES Mitigation measures may be considered as a condition of issuing a permit for an activity. Report areas that are,or are proposed to be,restored,enhanced or created for all agency permits,denials,amendments,and enforcement actions. Restored or enhanced applies to previously existing wetlands or watercourses. For example,a wetland area filled two years ago is proposed to be restored by removing the existing fill. Created applies to an upland area which is converted into wetlands or watercourses. FOR MUNICIPAL AGENCY USE ONLY FOR STATE USE ONLY THE INLAND WETLANDS AGENCY MUST ENSURE THAT THE INFORMATION DATE RECEIVED: PROVIDED BELOW IS ACCURATE AND THAT IT REFLECTS THE FINAL ACTION OF THE AGENCY. COMPLETED FORMS FOR ACTIONS TAKEN I DURING A CALENDAR MONTH SHALL BE MAILED BY THE AGENCY TO THE DEP NO LATER THAN THE 15TH DAY Or THE FOLLOWING MONTH. MAIL REPORTING FORMS TO: Inland Water Resources Division,DEP, 79 Elm Street,Hartford, CT. 06106 OUESTIONS MAY BE DIRECTED TO THE WETLANDS MANAGEMENT GIS CODE ##: SECTION AT(850) 424-301 9. NAME/TITLE OF PERSON COMPLETING THIS FORM: FlLE # (SAME AS QUAD #): (PRINT) (SIGNATURE) FORM COMPLETED: YES NO DATE ACTION WAS TAKEN: MONTH YEAR --- WAS-A-PUBLIC HEARING HELD? YES - No - - -tF "NO",-DATE-MAILED-TO TOWN: ACTION TAKEN. ENTER LETTER DATE RETURNED TO DEP: A. PERMIT GRANTED BY AGENCY B. PERMIT DENIED BY AGENCY C. PERMIT EXTENDED/AMENDED BY AGENCY D. AGENT APPROVAL PURSUANT TO 22a-42a(c)(2) E. APPEAL OF AGENT APPROVAL PURSUANT TO 22a-42a(C)(2) F. MAP AMENDMENT(AMENDMENT TO THE OFFICIAL TOWN WETLANDS MAP, NOT A PROJECT SITE MAP) G. ENFORCEMENT NOT1C£./ORDER H. JURISDICTIONAL RULING (I.E.: ACTIVITIES "PERMITTED As OF RIGHT" OR ACTIVITIES CONSIDERED NON-REGULATED) REVISED 1/98 FEB-25-2005 16:46 FRCM:HUDSON BAYLOR CORP 10455628412 TO:B60 291 9757 P.2/2 DIP �kr THE RECYCLINGPROFESSIONALS R,O-:9ox 267 Febru'aFy' 25.� 2005 P1ewburgh, New York12551 M.,VN .. "P.fione:86©•�89.7234• ,:•:.,:�. Fgk860►288.7266 l '.Wr .. ....- Design Professional,s, Inc. :[65 South Satellite Road r.,. South.Windso ;r CT 06074 ?' Gentlemen: lY c Nutmeg Rec clin `.LLC, hereby authorizes Design Professionals, . Inc to.-'subm t,appiications,'for Town of South Windsor approvals: - - ;. and.to'sign the-applications'.on our.behalf Very truly yours, -. .. I.a n. VC Harral. S. Tenney.:.. :M'anagmg Wnih-er-. _ . _ , r.. lit-" Y LCOPAPER r DESIGN PROFESSIONALS, INC. -, m civil engineers ♦ planners ♦ surveyors gis ♦ gps ♦ landscape architects Transmitted via certified mail March 1, 2005 Dear Current Abutting Property Owner Re: Hudson Baylor Corporation DPI Project No. 03-1755 Recycling/Processing Center 300 Rye Street South Windsor, Connecticut In accordance with regulations of the Inland Wetlands Agency and Planning&Zoning Commission, we are required to notify you that applications have been filed on the property abutting yours and are subject to a hearing(s)by the Inland Wetlands Agency and the Planning& Zoning Commission. The applications 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(s)to ask questions and/or give comments, however, you are not required to attend. You may also submit written comments regarding the application(s)prior to the meeting if you so desire. For further information regarding the specific date this application will be heard, please contact Kelli Koehler, Administrative Secretary, Michele Lipe, Deputy Planning Director or Jeffrey Folger, Environmental Planner, at the South Windsor Planning Department at 644-2511, ext. 253, 252 or 229, respectively. Thank you. Sincerely, DESIGN P SSIONALS, INC. By: "�Ixlllw Peter . DeMallie Principal 165 South Satellite Road,South Windsor,Connecticut 06074 Tel: (860)291-8755•Fax: (860)291-8757 Email:dpicivil@aol.com Direct Abutters List Hudson Baylor Corporation 300 Rye Street South Windsor, Connecticut DPI Project No. 03-1755 Properft Owner Mailing Address Shepard Pola, Inc. P.O. Box 415 East Windsor Hill, CT 06028 John J. Woodcock, Jr., Trustee 34 Woodcock Lane South Windsor, CT 06074 Connecticut Southern Railroad, Inc. 70 Tolland Street Building 6 East Hartford, CT 06108 Stormwater Management Plan Nutmeg Recycling, LLC 300 Rye Street South Windsor, Connecticut fFa�:� . LUUJ Ujo cr.. rr� �•;�. 1 r a e tF Prepared by: Design Professionals, Inc. 165 South Satellite Road South Windsor, CT 06074 DPI Project No. 1755 February 24,2005 Table of Contents: Page# Introduction 1 Proposed Development 1 Off-Site Analysis 1 Peak Runoff control 1 Conveyance System 1 Maintenance and Operation 1 Topographic Contour Maps 2 Drainage Design 2 Water Quality Calculations 6 On-Site Storm Sewer Calculations 6 Conclusions 6 Appendices Drainage Calculations-Outlet 1 A Existing Conditions to Outlet 3 B Developed Conditions direct to Outlet 3 C Developed Conditions to Detention Basin D Detention Basin Design E Detention Basin Routings F Water Quality Calculations G Storm Sewer Calculations H Introduction: The site is located on the southeast side of Rye Street, and the south side of Troy Road in South Windsor, Connecticut, and consists of a single parcel of land totaling 28.6 acres. The site is presently industrially developed with a 156,000 S.F. building and associated paved vehicle and truck parking areas. Proposed Development: The owners of the site are proposing to utilize the site for a recycling facility for glass,plastic and cardboard products. A previous site plan was approved including a number of improvements to the site. These improvements included a new entrance drive to the site,the installation of a railroad siding, and the installation of a Vortech unit. As part of the proposed site plan modification, a number of additional improvements are proposed. The intent of the proposed improvements is to allow the building on the site to be divided into two separate operating units, thereby allowing a portion of the building to be able to be used by a separate division or leased for use by others. In order to accomplish this, a separate office needs to be established in the portion of the building (southeast end of the building)to be used by Nutmeg Recycling,LLC. With the trucking f in h rail siding on he t side of the operations on the south side o the building, and the ail. g t east building,the office needs to be located on the northeast side of the building. As part of the office use, parking for the office and an upgraded access to the office is proposed. The storm drainage on the site was analyzed, and a detention/water quality basin is proposed to provide mitigation for the increased impervious coverage proposed for the site, and to provide mitigation for water quality. Off-Site Analysis: The site presently drains toward Troy Road via two outfall locations. A third outfall location exists,but with recent (summer and fall 2004) demolition activities at the site,the drain that discharged to this third outfall location was removed. Each of the two outfall locations discharge to overland flow that travels to a cross Culvert on Troy Road. Peak Runoff Control: The site has been designed to continue to discharge in the same directions presently with peak flows under developed conditions equal to or less than existing peak discharge rates. Conveyance System: The on-site conveyance system consists of an existing piped stormwater system discharging to overland flow to Troy Road. The proposed improvements to the piped drainage system have been designed to accommodate the runoff from a 10 Yr design storm. The proposed detention/water quality basin has been designed to handle up to a 100 year design storm with full detention. Maintenance and Operation: The following maintenance operations will be required to ensure the proper and efficient operation of the Storm Water System, and Detention/Water Quality Basin. 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. Catch Basins: The catch basins shall be inspected annually. The sumps shall be cleaned when the depth of material within the sumps reaches 1'. Basin Outlet: The basin outlet shall be inspected twice yearly. All large woody growth that may affect the flow of water shall be removed. The stone shall be re- arranged and added to as required to maintain the design as per the design plans. Pavement Sweeping: The parking lots within each lot shall be swept at a minimum of twice per year. Once in the spring shortly after the end of the snow season, and once in the fall after the leaves have fallen. Basin Spillway: The stone spillway shall be inspected twice yearly. All large woody growth that may affect the flow of water or the stability of the spillway shall be removed. The spillway shall also be inspected after any flow passes through it. The riprap shall be re-arranged and added to as required to maintain the design as per the design plans. BaySaver Structures: The Baysaver Structures shall be inspected quarterly for the first year of operation after stabilization of the site to determine the required maintenance schedule. The Baysaver shall be cleaned when the sediment in either manhole reaches a depth of 2'. The maintenance shall be done in accordance with the Baysaver recommendations as contained on the detail sheet. Topographic Contour Maps: Topographic contour maps has been provided showing the drainage areas for the site at a scale of 1"=40'. The map showing the existing and developed conditions is included in the rear of this report. 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 detention basin was sized using a computer program by Hydrographs called Hydroflow. The program allows for the development of hydrographs representing the developed flows into the basin, and the modeling of the basin with elevation/storage/discharge curves to represent the basin. The program then provides the routing of the hydrograph through the basin, and provides peak discharge and storage information. The site prior to the recent demolition of a number of structures on site drained to the northeast to Troy Road via three drainage outfalls. Two of the outfalls drained to a cross culvert on Troy Road located approximately 50' from the intersection of Troy Road and Rye Street. The third outfall drained to a cross culvert on Troy Road approximately 460' from the intersection with Rye Street. The recent demolition work resulted in the removal of the drainage structure connected to one of the two outfalls draining to the culvert located approximately 50'from the intersection of Troy Road and Rye Street. The drainage analysis for the site is based on conditions as existed prior to the most recent demolition work. The analysis takes into account the recently removed impervious surfaces treating these surfaces as impervious under existing conditions. The purpose of the analysis is to show that with the proposed improvements,there will not be any increase in peak runoff from the site. This will be accomplished through the construction of a detention basin. As part of the proposed development, a number of areas are shown to be reserve parking. The reserve parking areas are shown for compliance purposes, and will not be constructed as part of the proposed improvements. The storm drainage analysis takes these areas into account, and for purposes of analysis, treats these areas as developed impervious areas. The design plans also show area to be future paved storage areas. These areas are also considered impervious areas per the drainage analysis. Therefore, in the future, when these areas are developed, no additional storm drainage improvements will be required. For purposes of analysis, the three existing discharge locations are shown on the drainage area map, and labeled as outlet locations 1-3. Outlet location 1 is the northwestern most outlet, and consists of a 30"pipe that carries most of the site drainage. This outlet is located close to the culvert crossing Troy Road 50' from the Rye Street intersection. Outlet location 2 is the outlet that during the most recent demolition, the drainage structure connected to the pipe was removed. The drainage area to outlet location 2 was limited to a relatively small amount of area. Outlet 2 drains overland to the same culvert under Troy Road as outlet 1. During site investigation of outlet 2, some erosion was noted adjacent to the outlet pipe. The outlet pipe is located in a vegetated area, and any improvements to this location would require clearing of a significant amount of existing vegetation. In as much as there will no longer be any discharge to this pipe, we would not recommend any further work in this area, and that without the discharge, the area should stabilize on its own. Outlet location 3 collects runoff from most of the northeastern roof of the building and paved areas along this side of the building. Outlet 3 discharges from the bank and travels overland to the second culvert crossing on Troy Road. During the site investigation, there was some erosion noted at the outlet of this culvert. A number of options were considered including installation of a drop culvert and outlet pipe in this area of the existing outlet. The area of this culvert is heavily vegetated, and there are steep eroded slopes. It would be difficult to stabilize this area with the existing discharge without significant impacts to the wetlands in this area. In addition,the potential would still exist for erosion between the outlet pipe and Troy Road due to the drop in grade. In order to provide a permanent solution that would not require extensive impacts to the wetlands, we are proposing to reconfigure the drainage in this area to discharge adjacent to the existing culvert under Troy Road. This will avoid the extensive wetland impacts, and will eliminate the potential for erosion in this area. We would expect that once the discharge is eliminated from this location,that the existing area will not continue to erode as it is presently, and will stabilize on its own to a large degree. The basic intent of the drainage design is to limit the amount of drainage area and impervious coverage that discharges. through outlet 1-3 such that the amount of flow through the culverts on Troy Road is less than or equal to existing rates. All increases in impervious coverage will be compensated for with the detention basin that will discharge to outlet 3. Outlet 2 has been eliminated with the recent demolition work on site. It should be noted that ultimately, the two culverts on Troy Road discharge to a common watercourse on the northeast side of Troy Road. The aim of the drainage design is to show that the proposed improvements to the site will not result in any impact to the existing culverts on Troy Road or to the channels that these culverts discharge to. Under existing conditions, outlets 1 and 2 discharge to the culvert on Troy Road that is located approximately 50' from the intersection with Rye Street. Outlet 2 has been eliminated with the recent demolition work on site. The drainage areas that formerly drained via outlet 2 will now be diverted to the detention basin and to outlet 3. Other impacts to the drainage area on the site for this culvert include realignment of the entrance road and the addition of pavement for reserve parking areas and outdoor storage. A summary of the changes to the impervious coverage and drainage areas for the discharge to this first culvert on Troy Road is summarized in appendix A. Based on the results, the post developed conditions will result in a minor decrease in runoff to the outlet 1. The discharge to outlet 3 was analyzed under existing conditions utilizing the TR 55 computer program. Existing conditions was assumed to be the conditions that existed immediately prior to the recent demolition activities. The TR-55 analysis for existing conditions is included in appendix B. Under developed conditions, a detention basin is proposed to collect runoff from a portion of the area that will drain to outlet 3. In addition, the area that previously discharged to outlet 2 and a small portion of area that previously discharged to outlet 1 will under developed conditions discharge to the detention basin and outlet 3. Due to the grades involved, only part of the total area draining to outlet 3 will be routed through the detention basin. Part of the area will continue to drain to outlet 3 without being routed through the detention basin. As noted previously, outlet 3 discharge location is being changed due to existing erosion issues. The TR 55 analysis for the developed discharge to outlet 3 that will not be routed through the detention basin is included in appendix C. The TR-55 analysis for the developed discharge to outlet 3 that will be routed through the detention basin is included in appendix D. A summary of the existing and developed discharges is as follows: Storm Freq. Existing Peak Developed Peak Developed Peak Discharge direct discharge discharge to basin outlet 3 to outlet 3 2 6 4 5 10 11 7 9 25 14 9 12 50 17 10 14 100 19 12 16 The design discharge from the detention basin needs to be equal to or less than the difference between the existing peak discharge and the developed peak discharge direct to outlet 3. A summary of the required maximum discharge from the detention basin is as follows: Storm Freq. Existing Peak Developed Peak Required max. Discharge direct discharge design discharge outlet 3 to outlet 3 from basin. 2 6 4 2 10 11 7 4 25 14 9 5 50 17 10 7 100 19 12 7 The detention basin design is included in appendix E. The detention basin will include an outlet structure with an 8" and 15" orifice. The routings of the storm flows for the 2-100 year design storms for the proposed detention basin are included in appendix F. A summary of the results are as follows: Storm Freq. Required max. Actual design discharge Design discharge from basin From basin 2 2 1.57 10 4 2.91 25 5 4.41 50 7 5.78 100 7 6.80 As can be seen from the above, the proposed detention basin provides complete attenuation of the peak flows for outlet 3 to levels at or below existing peak flow rates. The analysis does not take into account any infiltration from the proposed basin on the site, and therefore is conservative. The actual developed discharge rates will be less than calculated. Water Quality Calculations: The detention basin has been designed to provide water quality functions also. The detention basin has been designed to provide a minimum of 100% of the water quality volume within the basin below the outlet elevation. Based on observations of the soils after excavation of a number of foundations in this area, and discussions with the site owners, we expect the detention basin to be a dry basin. The bottom of the basin is not expected to be deep enough to intercept the water table. The intent of the basin design is to provide the water quality volume below the elevation of the outlet structure, and for this volume to infiltrate. No permeability calculations were made of the soil, but the soils are sandy loams, and are expected to have good permeability. The soils also to a degree appear to be fill soils. The calculations supporting the water quality design are included in appendix G. Off-Site Storm Sewer Calculations: The proposed storm sewer runs have been analyzed for the 10-year design. The design calculations are included in appendix H. Conclusions: The proposed detention basin will provide attenuation of peak flows from the site to levels at or below the existing levels. The detention basin will also provide valuable water quality benefits for the site. APPENDIX A Appendix A The following analysis summarizes the changes in area and runoff characteristics for the outlet 1. The intent is to track only the areas that are being impacted by the proposed development. All reserve parking and future storage areas are included in the analysis. The areas indicated below are shown on the drainage area map for the site development. In areas that under developed conditions are being diverted from drainage area 1 to 3,or result in a decrease in impervious coverage under developed conditions,the areas and runoff coefficient changes will be negative numbers. All pervious areas are assumed to have a runoff coefficient of 0.3, and all impervious areas 0.9. Location Area(S.F.) Change in runoff Coefficient AC A 10,800 from 0.3 to 0.9 6,480 B 7,245 from 0 to 0.9 6,520.5 C 4,660 from 0.3 to 0.9 2,796 2,480 from 0.9 to 0.3 -1488 D 1,500 from 0.3 to 0.9 900 E 675 from 0.9 to 0 -607.5 3,025 from 0.3 to 0 -907.5 F 15,400 from 0.9 to 0 -13,860 600 from 0.3 to 0 -180 Total -346.5 The net result of the proposed development will be a slight decrease in runoff to the outlet 1. This assumes that all reserve parking areas shown on the plans are constructed, and that the future storage area is constructed. APPENDIX B RUNOFF CURVE NUMBER COMPUTATION Version 2 .00 Project : HUDSON BAYLER User: GBS Date: 01/04/99 County : HARTFORD State: CT Checked: Date: Subtitle: EXISTING CONDITIONS TO DRAIN #3 (DATE 01/04/05) ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- FULLY DEVELOPED URBAN AREAS (Veg Estab. ) Open space (Lawns,parks etc. ) Fair condition; grass cover 500-o to 7501 - 2 .46 (69) - - Impervious Areas Paved parking lots, roofs, driveways - 2 .73 (98) - - Total Area (by Hydrologic Soil Group) 5 .19 -------------------------------------------------------7----------------------- TOTAL DRAINAGE AREA: 5 .19 Acres WEIGHTED CURVE NUMBER: 84* ------------------------------------------------------------------------------- * - Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Version 2 .00 Project : HUDSON BAYLER User: GBS Date: 01/04/99 County : HARTFORD State: CT Checked: Date: Subtitle: EXISTING CONDITIONS TO DRAIN #3 (DATE O1/04/05) ------------------------------------------------------------------------------- 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 .2 120 .05 H 0 .287 Shallow Concent'd 40 .05 U 0 .003 Open Channel 440 2 0 .061 Time of Concentration = 0 .35* --- 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 o 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 : HUDSON BAYLER User: GBS Date: 01/04/99 County : HARTFORD State: CT Checked: Date: Subtitle: EXISTING CONDITIONS TO DRAIN #3 (DATE O1/04/05) Data: Drainage Area 5 .19 * Acres Runoff Curve Number 84 * Time of Concentration: 0.35 * 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 .12 0.08 0 .07 0.06 0 .06 Used 0 .12 0.10 0 .10 0.10 0 .10 Runoff (in) 1.68 3 .00 3 .73 4.38 5.04 Unit Peak Discharge 0.727 0 .738 0.738 0 .738 0 .738 (cfs/acre/in) Pond and Swamp Factor 1.00 1.00 1.00 1.00 1.00 O .Oo Ponds Used Peak Discharge (cfs) 6 11 14 17 19 * - Value (s) provided from TR-55 system routines APPENDIX C RUNOFF CURVE NUMBER COMPUTATION Version 2 .00 Project : HUDSON BAYLER User: GBS Date: 01/04/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS TO DRAIN #3 (DIRECT) DATE 02/08/05 ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- FULLY DEVELOPED URBAN AREAS (Veg Estab. ) Open space (Lawns,parks etc. ) Fair condition; grass cover 500-o to 750-o - 1.38 (69) - - Impervious Areas Paved parking lots, roofs, driveways - 1.69 (98) - - Total Area (by Hydrologic Soil Group) 3 .07 ------------------------------------------------------------------------------- TOTAL DRAINAGE AREA: 3 . 07 Acres WEIGHTED CURVE NUMBER: 85* ------------------------------------------------------------------------------- * - Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Version 2 .00 Project : HUDSON BAYLER User: GBS Date: 01/04/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS TO DRAIN #3 (DIRECT) DATE 02/08/05 ------------------------------------------------------------------------------- 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 .2 120 .05 H 0 .287 Shallow Concent'd 40 .05 U 0 .003 Open Channel 440 2 0.061 Time of Concentration = 0 .35* --- Sheet Flow Surface Codes --- A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (No Res . ) G Grass, Burmuda --- Surface Codes --- C Cultivated < 20 % Res. H Woods, Light P Paved D Cultivated > 20 % Res. I Woods, Dense U Unpaved E Grass-Range, Short J Range, Natural * - Generated for use by GRAPHIC method GRAPHICAL PEAK DISCHARGE METHOD Version 2 .00 Project : HUDSON BAYLER User: GBS Date: 01/04/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS TO DRAIN #3 (DIRECT) DATE 02/08/05 Data: Drainage Area 3 .07 * Acres Runoff Curve Number 85 * Time of Concentration: 0 .35 * 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 0.11 0 .08 0 . 06 0.06 0 .05 Used 0.11 0 .10 0 .10 0 .10 0 .10 Runoff (in) 1.76 3 .09 3 .83 4.49 5 .16 Unit Peak Discharge 0.732 0 .738 0 .738 0.738 0 .738 (cfs/acre/in) Pond and Swamp Factor 1.00 1.00 1.00 1.00 1.00 0 .0% Ponds Used Peak Discharge (cfs) 4 7 9 10 12 * - Value(s) provided from TR-55 system routines APPENDIX D RUNOFF CURVE NUMBER COMPUTATION Version 2 .00 Project : HUDSON BAYLER User: GBS Date: 01/04/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS TO DRAIN #3 (TO-BASIN) DATE 02/08/05 ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- FULLY DEVELOPED URBAN AREAS (Veg Estab. ) Open space (Lawns,parks etc. ) Fair condition; grass cover 50% to 75% - 1.45 (69) - - Impervious Areas Paved parking lots, roofs, driveways - 1.73 (98) - - Total Area (by Hydrologic Soil Group) 3 .18 ------------------------------------------------------------------------------- TOTAL DRAINAGE AREA: 3 .18 Acres WEIGHTED CURVE NUMBER: 85* ------------------------------------------------------------------------------- * - Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Version 2 .00 Project : HUDSON BAYLER User: GBS Date: 01/04/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS TO DRAIN #3 (TO BASIN) DATE 02/08/05 ------------------------------------------------------------------------------- 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 20 .01 F 0.087 Shallow Concent'd 40 .05 U 0 .003 Open Channel 440 2 0 .061 Time of Concentration = 0 .15* --- Sheet Flow Surface Codes --- A m --- --- S Smooth Surface F Grass, Dense Shallow Concentrated B Fallow (No Res. ) G Grass, Burmuda --- Surface Codes --- C Cultivated < 20 o Res. H Woods, Light P Paved D Cultivated > 20 o 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 : HUDSON BAYLER User: GBS Date: 01/04/99 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS TO DRAIN #3 (TO BASIN) DATE 02/08/05 Data: Drainage Area 3 .18 * Acres Runoff Curve Number 85 * Time of Concentration: 0.15 * 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 0.11 0.08 0 .06 0.06 0 .05 Used 0 .11 0.10 0 .10 0 .10 0 .10 Runoff (in) 1.76 3 .09 3 . 83 4.49 5 .16 Unit Peak Discharge 0 .945 0 .951 0.951 0.951 0 .951 (cf s/acre/in) Pond and Swamp Factor 1 . 00 1.00 1.00 1.00 1.00 0 .096 Ponds Used Peak Discharge (cfs) 5 9 12 14 16 ----------------------------------------------------------- ----------------------------------------------------------- * - Value (s) provided from TR-55 system routines APPENDIX E Reservoir Report Pap Reservoir No. 1 - basin Hydraflow Hydrographs by IntelisoW Pond Data Bottom LxW = 100.0 x 47.0 ft Side slope = 3.0:1 Bottom elev. = 81.50 ft Depth = 4.50 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cult) Total storage(cult) 0.00 81.50 4,700 0 0 0.22 81.72 5,618 1,080 1,080 0.45 81.95 6,608 1,125 2,205 0.67 82.18 7,670 1,172 3,377 0.90 82.40 8,804 1,219 4,596 1.13 82.63 10,010 1,267 5,863 1.35 82.85 11,288 1,316 7,178 1.58 83.07 12,638 1,365 8,543 1.80 83.30 14,060 1,415 9,959 2.03 83.53 15,554 1,467 11,426 2.25 83.75 17,120 1,519 12,944 2.47 83.97 18,758 1,572 14,516 2.70 84.20 20,468 1,625 16,141 2.92 84.43 22,250 1,680 17,821 3.15 84.65 24,104 1,735 19,556 3,37 84.88 26,030 1,791 21,347 3.60 85.10 28,028 1,848 23,195 3.82 85.32 30,098 1,906 25,101 4.05 85.55 32,240 1,965 27,066 4.27 85.78 34,454 2,024 29,090 4.50 86.00 36,740 2,084 31,174 Culvert i Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 15.0 8.0 15.0 0.0 Crest Len I t = 0.00 0.00 0.00 0.00 Span in = 15.0 8.0 15.0 0.0 Crest El.ft = 0.00 0.00 0.00 0.00 No.Barrels = 1 1 1 0 Weir Coeff. = 0.00 0.00 0.00 0.00 Invert El.It = 81.50 81.50 83.50 0.00 Weir Type = - - - - Length ft = 50.0 1.0 1.0 0.0 Multi-Stage = No No No No Slope% = 1.00 1.00 1.00 0.00 N-Value = _013 .013 .013 .000 Ortf.Coeff. = 0.60 0.60 0.60 0.00 Multi-Stage = n/a Yes Yes No Exfiltration Rate = 0.00 in/hr/sgft TaiWater Elev.= 0.00 ft NOW All outflows have been analyzed under inlet and outlet control. Stage/Storage!Discharge Table Stage Storage Elevation Civ A Civ B CN C Civ D Wr A Wr B Wr C Wr D Exfil Total ft cult ft cis cis cis cis cis cis cis cis cis cis 0.00 0 81.50 0.00 0.00 0.00 - - - - - - 0.00 0.22 1,080 81.72 0.13 0.13 0.00 - - - - - - 0.13 0.45 2,205 81.95 0.47 0.47 0.00 - - - - - - 0.47 0.67 3,377 82.18 0.84 0.84 0.00 - - - - - 0.84 0.90 4,596 82.40 1.09 1.09 0.00 - - - - - - 1.09 1.13 5,863 82.63 1.30 1.30 0.00 - - - - - - 1.30 1.35 7,178 82.85 1.51 1.48 0.00 - - - - - - 1.48 1.58 8,543 83.07 1.64 1.64 0.00 - - - - - - 1.64 1.80 9,959 83.30 1.85 1.80 0.00 - - - - - - 1.80 2.03 11,426 83.53 1.97 1.95 0.00 - - - - - - 1.96 2.25 12,944 83.75 2.36 2.05 0.31 - - - - - - 2.36 2.47 14,516 83.97 3.18 2.10 1.02 - - -- - - - 3.12 2.70 16,141 84.20 4.21 2.11 2.09 - - - - - - 4.21 2.92 17,821 84.43 5.22 2.01 3.21 - - - - - - 5.22 3.15 19,556 84.65 6.27 1.94 4.33 - - - - - - 6.27 3,37 21,347 84.88 7.02 1.90 5.12 - - - - - - 7.02 3.60 23,195 85.10 7.70 1.86 5.83 - - - - - - 7.70 3.82 25,101 85.32 8.29 1.84 6.46 - - - - - - 8.29 4.05 27,066 85.55 8.59 1.90 6.69 - - - - - - 8.59 4.27 29,090 85.78 8.88 1.97 6.91 - - - - - - 8.88 4.50 31,174 86.00 9.16 2.03 7.13 - - - - - - 9.16 APPENDIX F Hydrograph Report Page, Hydraflow Hydrographs by Intelisolve Hyd. No. 2 Hydrograph type = Reservoir Peak discharge = 1.57 cfs Storm frequency = 2 yrs Time interval = 5 min Inflow hyd. No. = 1 Reservoir name = basin Max. Elevation = 82.97 ft Max. Storage = 7,913 cuft Storage Indication method used. Outflow hydrograph volume=21,613 cult Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D EAU Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 10.17 0.13 81.58 0.02 0.02 - - - - - - - 0.02 10.25 0.14 81.58 0.02 0.02 - - - - - - - 0.02 10.33 0.15 81.59 0.02 0.02 --- - -- - - ----- -- 0.02 10.42 0.16 81.60 0.03 0.03 - - - - - - - 0.03 10.50 0.17 81.61 0.04 0.03 - - - - - - - 0.03 10.58 0.19 81.62 0.04 0.04 - - -- - - ---- --- 0.04 10.67 0.20 81.63 0.05 0.05 - - ---- -- - - - 0.05 10.75 0.21 81.64 0.05 0.05 -- - - - ----- - - 0.05 10.83 0.23 81.65 0.06 0.06 - ----- --- - -- - ---- 0.06 10.92 0.24 81.66 0.07 0.07 - - - - -- - - 0.07 11.00 0.26 81.67 0.08 0.08 - - - - - - - 0.08 11.08 0.28 81.68 0.09 0.09 -- - -- -- - - - 0.09 11.17 0.30 81.69 0.10 0.10 - - -- - --- - - 0.10 11.25 0.34 81.71 0.11 0.11 - --- - - - - -- 0.11 11.33 0.38 81.72 0.13 0.13 --- -- ----- - --- -- - 0.13 11.42 0.43 81.74 0.15 0.15 - - - - - - - 0.15 11.50 0.48 81.76 0.17 0.17 - - - - - ---- - 0.17 11.58 0.57 81.78 0.20 0.20 - - - - --- ---- - 0.20 11.67 0.76 81.80 0.24 0.23 - - -- - - - - 0.23 11.75 1.09 81.84 0.31 0.29 - - - - - - - 0.29 11.83 1.53 81.90 0.40 0.38 - - - - - ----- - 0.38 11.92 2.07 81.98 0.53 0.51 - - ---- - - - - 0.51 12.00 3.21 82.10 0.74 0.72 - - - - -- - - 0.72 12.08 4.88 82.28 0.99 0.95 - - - --- - - 0.95 12.17 5.44<< 82.50 1.19 1.18 - - - - - - - 1.18 12.25 4.66 82.70 1.40 1.35 - - - - - - - 1.35 12.33 3.56 82.84 1.51 1.47 -- ----- - ----- ----- ----- 1.47 12.42 2.65 82.92 1.53 1.53 - - ---- - - - - 1.53 12.50 2.08 82.96 1.62 1.56 - - - - - - - 1.56 12.58 1.55 82.97<< 1.62 1.57 - - - - - - -- 1.57<< 12.67 1.17 82.96 1.62 1.56 - - - - - - - 1.56 12.75 0.96 82.94 1.61 1.54 - - - - - - - 1.54 12.83 0.87 82.91 1.52 1.52 - --- -- --- -- - - 1.52 12.92 0.81 82.87 1.51 1.50 - - - - - - - 1.50 13.00 0.74 82.84 1.51 1.47 - - - - - - 1.47 13.08 0.68 82.80 1.49 1.43 - -- ----- - ---- - ---- 1.43 13.17 0.64 82.76 1.41 1.41 - - - - - ----- ---- 1.41 13.25 0.61 82.72 1.40 1.38 - - ---- -- - - - 1.38 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Civ B Clv C Civ D Wr A Wr B Wr C Wr D EAR Outflow (hrs) ds ft ds ds efs ds ds ds efs efs ds ds 13.33 0.59 82.68 1.40 1.34 - - - -- ---- ---- - 1.34 13.42 0.58 82.65 1.31 1.31 - - - - - - - 1.31 13.50 0.56 82.61 1.29 1.28 - -- ----- ----- ----- - -- 1.28 13.58 0.55 82.57 1.29 1.24 - - - ----- - - ---- 1.24 13.67 0.53 82.53 1.21 1.21 - - - - - - - 1.21 13.75 0.51 82.50 1.19 1.18 - ----- - - - - ---- 1.18 13.83 0.50 82.46 1.19 1.14 - - - - - - - 1.14 13.92 0.48 82.43 1.13 1.11 - - --- - --- - - 1.11 14.00 0.46 82.40 1.09 1.08 - - - -- - ---- -- 1.08 14.08 0.45 82.36 1.09 1.04 - - - - - - - 1.04 14.17 0.43 82.33 1.01 1.01 - - - - - - ---- 1.01 14.25 0.42 82.30 1.00 0.98 - - - --- - -- --- 0.98 14.33 0.41 82.27 0.99 0.94 - - -- - ----- ----- - 0•94 14.42 0.41 82.24 0.92 0.92 - - - - - - - 0.92 14.50 0.40 82.21 0.90 0.89 - - - - - - - 0.89 14.58 0.39 82.19 0.87 0.85 - - - - - - - 0.85 14.67 0.38 82.16 0.83 0.83 - - - - - - - 0.83 14.75 0.37 82.14 0.82 0.79 -- - --- - -- -- - 0.79 14.83 0.37 82.11 0.76 0.75 - - - - - - - 0.75 14.92 0.36 82.09 0.74 0.71 - - - - -- - - 0.71 15.00 0.35 82.07 0.70 0.68 - -- - -- - - - 0.68 15.08 0.34 82.05 0.67 0.65 - - - - - - - 0.65 15.17 0.33 82.04 0.65 0.62 - - -- -- - - - 0.62 15.25 0.33 82.02 0.60 0.59 - ---- --- -- ---- -- -- 0.59 15.33 0.32 82.01 0.56 0.56 - - ---- -- -- -- - 0.56 15.42 0.31 81.99 0.53 0.53 - - - - - - - 0.53 15.50 0.30 81.98 0.53 0.51 ----- ---- ---- ----- --- - -- 0.51 15.58 0.29 81.97 0.51 0.49 - ----- - - - - -- 0.49 15.67 0.28 81.96 0.48 0.48 - - - - - - - 0.48 15.75 0.28 81.95 0.47 0.46 - - - - - -- - 0.46 15.83 0.27 81.94 0.46 0.44 - - - - --- ---- 0.44 15.92 0.26 81.93 0.46 0.42 - - - - - - - 0.42 16.00 0.25 81.92 0.43 0.40 - - - - --- ---- -- 0.40 16.08 0.24 81.91 0.41 0.39 - - - --- - ----- - 0.39 16.17 0.24 81.90 0.39 0.38 - - - - - - - 0.38 16.25 0.23 81.89 0.37 0.36 - --- - - - - - 0.36 16.33 0.23 81.88 0.35 0.35 - - - - - - 0.35 16.42 0.22 81.88 0.34 0.34 - - - - -- - - 0.34 16.50 0.22 81.87 0.33 0.33 - -- --- - -- - --- 0.33 16.58 0.22 81.86 0.32 0.32 - - - - - - - 0.32 16.67 0.21 81.86 0.31 0.31 - - - - - - ---- 0.31 16.75 0.21 81.85 0.31 0.30 - - - - - -- - 0.30 16.83 0.21 81.85 0.31 0.29 - - - - - ----- - 0.29 16.92 0.20 81.84 0.30 0.28 - - - - - - - 0.28 17.00 0.20 81.84 0.30 0.28 - ----- - - -- - - 0.28 17.08 0.19 81.83 0.29 0.27 - - - - - - - 0.27 17.17 0.19 81.83 0.28 0.26 - - - - - - - 0.26 17.25 0.19 81.82 0.27 0.26 - - - - -- -- 0.26 17.33 0.18 81.82 0.27 0.25 - - - - - - - 0.25 17.42 0.18 81.81 0.26 0.25 - - - - - - ---- 0.25 17.50 0.18 81.81 0.25 0.24 - - --- - ----- -- - 0.24 Continues on next page... Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hm) ds ft ds ds ds ds ds ds ds ds cfs ds 17.58 0.17 81.81 0.24 0.24 - - - - -- - - 0.24 17.67 0.17 81.80 0.24 0.23 -- - - - - - - 0.23 17.75 0.16 81.80 0.23 0.23 - -- ---- ----- -- -- - 0.23 17.83 0.16 81.80 0.23 0.22 - - - - - - - 0.22 17.92 0.16 81.79 0.22 0.22 - - - - - - - 0.22 18.00 0.15 81.79 0.21 0.21 - - ---- - - ----- ----- 0.21 18.08 0.15 81.78 0.21 0.21 ---- - - --- - - - 0.21 18.17 0.15 81.78 0.21 0.20 -- - - - - --- - 0.20 18.25 0.15 81.78 0.20 0.20 --- - -- ----- --- - ----- 0.20 18.33 0.14 81.78 0.20 0.20 - - - - - ----- - 0.20 18.42 0.14 81.77 0.19 0.19 - - - - - - - 0.19 18.50 0.14 81.77 0.19 0.19 - - -- - ---- - - 0.19 18.58 0.14 81.77 0.18 0.18 - - -- - -- - - 0.18 18.67 0.14 81.76 0.18 0.18 -- -- -- - - ----- - 0.18 18.75 0.14 81.76 0.18 0.18 -- -- - -- -- -- - 0.18 18.83 0.14 81.76 0.17 0.17 - - - - - - - 0.17 18.92 0.14 81.76 0.17 0.17 - - - - - - - 0.17 19.00 0.14 81.75 0.17 0.17 ---- -- - - - -- - 0.17 19.08 0.13 81.75 0.17 0.17 - - - - - ----- - 0.17 19.17 0.13 81.75 0.16 0.16 - - - - - - 0.16 19.25 0.13 81.75 0.16 0.16 - --- - -- - - - 0.16 19.33 0.13 81.75 0.16 0.16 - - -- - - - - 0.16 19.42 0.13 81.75 0.16 0.16 - - - - - - - 0.16 19.50 0.13 81.74 0.16 0.16 ----- -- -- -- --- ---- - 0.16 19.58 0.13 81.74 0.15 0.15 --- -- - -- -- -- - 0.15 19.67 0.13 81.74 0.15 0.15 - - - - - -- - 0.15 19.75 0.13 81.74 0.15 0.15 -- ----- - - ---- -- -- 0.15 19.83 0.12 81.74 0.15 0.15 - - - - - - - 0.15 19.92 0.12 81.74 0.15 0.15 - ---- - - - ----- - 0.15 20.00 0.12 81.74 0.14 0.14 - -- -- - - -- - 0.14 20.08 0.12 81.73 0.14 0.14 - - - ---- ---- - - 0.14 20.17 0.12 81.73 0.14 0.14 ----- - - - - -- - 0.14 20.25 0.12 81.73 0.14 0.14 ----- ---- ---- -- -- ---- --- 0.14 20.33 0.12 81.73 0.14 0.14 - ---- - - - - - 0.14 20.42 0.12 81.73 0.14 0.14 - - - - - - - 0.14 20.50 0.12 81.73 0.14 0.14 -- -- - - -- --- ---- 0.14 20.58 0.11 81.73 0.13 0.13 --- - - . ---- -- -- - 0.13 20.67 0.11 81.73 0.13 0.13 - ----- - - - ----- - 0.13 20.75 0.11 81.72 0.13 0.13 -- - - ----- --- - - 0.13 20.83 0.11 81.72 0.13 0.13 - ----- - - ---- - - 0.13 20.92 0.11 81.72 0.13 0.13 - -- ----- - - - 0.13 21.00 0.11 81.72 0.13 0.13 - -- ---- - - -- - 0.13 21.08 0.11 81.72 0.13 0.13 - - - - - - - 0.13 21.17 0.11 81.72 0.12 0.12 - - - - - - - 0.12 21.25 0.11 81.72 0.12 0.12 -- - -- -- ----- - ----- 0.12 21.33 0.10 81.72 0.12 0.12 - - - - - - -- 0.12 21.42 0.10 81.72 0.12 0.12 - - - - - - - 0.12 21.50 0.10 81.71 0.12 0.12 - - - - -- -- ----- 0.12 21.58 0.10 81.71 0.12 0.12 ----- -- - - ----- ----- - 0.12 21.67 0.10 81.71 0.12 0.12 --- - - - - - - 0.12 21.75 0.10 81.71 0.12 0.12 - -- ----- --- - -- ----- 0.12 Continues on next page... Page 4 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D ExHI Outflow (hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 21.83 0.10 81.71 0.11 0.11 - - - - - - - 0.11 21.92 0.10 81.71 0.11 0.11 - - - - - ---- - 0.11 22.00 0.09 81.71 0.11 0.11 ----- -- ----- - ----- - ----- 0.11 22.08 0.11 81.71 0.11 0.11 - - - ---- - - - 0.11 22.17 0.13 81.71 0.11 0.11 - - - - - - - 0.11 22.25 0.12 81.71 0.11 0.11 -- - - - - - -- 0.11 22.33 0.11 81.71 0.11 0.11 - - - -- - - - 0.11 22.42 0.10 81.71 0.11 0.11 - - - - ----- - - 0.11 22.50 0.10 81.71 0.11 0.11 - ---- - -- - ----- -- 0.11 22.58 0.10 81.71 0.11 0.11 - - - - -- - - 0.11 22.67 0.09 81.70 0.11 0.11 - - - - - -- - 0.11 22.75 0.09 81.70 0.11 0.11 - - - - - ----- - 0.11 22.83 0.09 81.70 0.11 0.11 - - -- ----- - - - 0.11 22.92 0.09 81.70 0.11 0.11 - - - - ---- ----- - 0.11 23.00 0.09 81.70 0.11 0.11 - - - - -- --- --- 0.11 23.08 0.09 81.70 0.11 0.10 - - - - - - - 0.10 23.17 0.09 81.70 0.10 0.10 -- - - - ----- - - 0.10 23.25 0.09 81.70 0.10 0.10 - -- - - - -- - 0.10 23.33 0.09 81.70 0.10 0.10 - - - - - - - 0.10 23.42 0.09 81.70 0.10 0.10 - - - - - - - 0.10 23.50 0.09 81.70 0.10 0.10 -- - - -- - -- - 0.10 23.58 0.09 81.69 0.10 0.10 - - - - - - - 0.10 23.67 0.08 81.69 0.10 0.10 ---- ---- - - --- - - 0.10 23.75 0.08 81.69 0.10 0.10 - -- -- - - -- ----- 0.10 23.83 0.08 81.69 0.10 0.10 - - -- - ---- - - 0.10 23.92 0.08 81.69 0.10 0.10 - - - - -- - - 0.10 24.00 0.08 81.69 0.10 0.10 - - - - - -- - 0.10 24.08 0.06 81.69 0.09 0.09 - - - - - - - 0.09 24.17 0.03 81.69 0.09 0.09 - ---- -- - ---- - - 0.09 24.25 0.01 81.68 0.09 0.09 - --- - - ---- - - 0.09 24.33 0.00 81.68 0.08 0.08 - ----- - - - - - 0.08 24.42 0.00 81.67 0.08 0.08 - - - - - - - 0.08 24.50 0.00 81.67 0.07 0.07 - -- - ---- - - - 0.07 24.58 0.00 81.66 0.07 0.07 - - - - - - - 0.07 24.67 0.00 81.66 0.07 0.07 - -- - - - - - 0.07 24.75 0.00 81.65 0.06 0.06 - - - - - - - 0.06 24.83 0.00 81.65 0.06 0.06 - - ---- -- - - 0.06 24.92 0.00 81.65 0.06 0.06 - - - ---- - - - 0.06 25.00 0.00 81.64 0.06 0.06 - - - - -- - - 0.06 25.08 0.00 81.64 0.05 0.05 - - - - - - - 0.05 25.17 0.00 81.64 0.05 0.05 - - - - - - - 0.05 25.25 0.00 81.63 0.05 0.05 - ---- - - - - - 0.05 25.33 0.00 81.63 0.05 0.05 ----- - - -- -- - - 0.05 25.42 0.00 81.63 0.05 0.05 - --= - - - - - 0.05 25.50 0.00 81.62 0.05 0.04 --- - - - - ---- - 0.04 25.68 0.00 81.62 0.04 0.04 - ----- - - - - - 0.04 25.67 0.00 81.62 0.04 0.04 - - - ---- - - - 0.04 25.75 0.00 81.62 0.04 0.04 - - - -- - - 0.04 25.83 0.00 81.61 0.04 0.04 - - - - - - - 0.04 25.92 0.00 81.61 0.04 0.04 - ----- - - - - - 0.04 26.00 0.00 81.61 0.04 0.03 - - - - -- - - 0.03 Continues on next page... Page 5 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv,C Clv D Wr A Wr B Wr C Wr D ExHI Outflow (hm) cfs ft Cfs Cfs cfs cfs Cfs cfs Cfs cfs Cfs Cfs 26.08 0.00 81.61 0.04 0.03 - - - ----- - - - 0.03 26.17 0.00 81.61 0.03 0.03 - - - - - - - 0.03 26.25 0.00 81.60 0.03 0.03 - - - - -- -- - 0.03 26.33 0.00 81.60 0.03 0.03 - - - - - - ---- 0.03 26.42 0.00 81.60 0.03 0.03 - - - - - - - 0.03 26.50 0.00 81.60 0.03 0.03 - - -- ----- - - - 0.03 26.58 0.00 81.60 0.03 0.03 - - -- = - - ---- 0.03 26.67 0.00 81.59 0.03 0.03 - - - - - --- - 0.03 26.75 0.00 81.59 0.03 0.02 ----- - - ----- - - ----- 0.02 26.83 0.00 81.59 0.02 0.02 - - -- ---- - - - 0.02 26.92 0.00 81.59 0.02 0.02 - - - - - - - 0.02 27.00 0.00 81.59 0.02 0.02 - - -- -- - -- ----- 0.02 27.08 0.00 81.59 0.02 0.02 - ---- - - - -- --- 0.02 27.17 0.00 81.59 0.02 0.02 - - - - - - - 0.02 27.25 0.00 81.58 0.02 0.02 -- - - ---- -- -- - 0.02 27.33 0.00 81.58 0.02 0.02 - - - - - - - 0.02 27.42 0.00 81.58 0.02 0.02 -- - - - - ----- - 0.02 27.50 0.00 81.58 0.02 0.02 - - - - - - - 0.02 27.58 0.00 81.58 0.02 0.02 - - - - -- - ----- 0.02 27.67 0.00 81.58 0.02 0.02 - - - - - ----- 0.02 27.75 0.00 81.58 0.02 0.02 ----- - --- ----- -- --- ----- 0.02 27.83 0.00 81.58 0.02 0.02 - - - - - - - 0.02 27.92 0.00 81.58 0.02 0.02 - - - - - - - 0.02 28.00 0.00 81.57 0.02 0.02 - - --- - --- ----- -- 0.02 28.08 0.00 81.57 0.02 0.02 ---- -- -- -- -- - --- 0.02 ...End Hydrograph Report ftge1 Hydraflow HydrogWhs by Intelisolve Hyd. No. 2 Hydrograph type = Reservoir Peak discharge = 2.91 cfs Storm frequency = 10 yrs Time interval = 5 min Inflow hyd. No. = 1 Reservoir name = basin Max. Elevation = 83.92 ft Max. Storage = 14,144 cuft Storage Indication method used. Outflow hydrograph volume=38,021 cult Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Clv C CIv D Wr A Wr B Wr C Wr D E>fi1 Outflow (hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 11.33 0.81 81.94 0.46 0.44 - - - - --- - - 0.44 11.42 0.89 81.96 0.49 0.48 - -- - - - - - 0.48 11.50 0.98 81.99 0.53 0.52 -- - ---- ---- - - - 0.52 11.58 1.14 82.02 0.58 0.58 - - - - - - - 0.58 11.67 1.51 82.06 0.67 0.66 - - - - - - - 0.66 11.75 2.13 82.12 0.79 0.76 - - - - - - - 0.76 11.83 2.93 82.22 0.90 0.90 - - - - ----- ----- 0.90 11.92 3.88 82.35 1.08 1.03 - - -- - - - -- 1.03 12.00 5.84 82.55 1.27 1.22 --- --- -- -- - -- -- 1.22 12.08 8.66 82.86 1.51 1.49 - - - - - - - 1.49 12.17 9.47<< 83.22 1.75 1.75 - -- - ----- -- --- ----- 1.75 12.25 7.99 83.54 1.98 1.96 0.01 - -- - - - ---- 1.97 12.33 6.00 83.75 2.38 2.05 0.32 - - - - - ---- 2.37 12.42 4.43 83.87 2.74 2.09 0.63 - ---- ---- - - - 2.71 12.50 3.45 83.92 2.89 2.10 0.79 - -- -- - -- - 2.89 12.58 2.56 83.92 << 2.91 2.10 0.81 - - - - - - 2.91 << 12.67 1.92 83.90 2.84 2.09 0.72 - - - - -- - 2.81 12.75 1.58 83.85 2.67 2.08 0.58 - - - - - ----- 2.66 12.83 1.42 83.81 2.53 2.07 0.45 - - - - - - 2.52 12.92 1.32 83.76 2.41 2.05 0.33 ----- - - - - - 2.39 13.00 1.21 83.71 2.34 2.03 0.24 - -- -- ---- ---- -- 2.27 13.08 1.12 83.67 2.21 2.02 0.14 - - - - - - 2.16 13.17 1.04 83.62 2.10 2.00 0.08 ---- - - - --- - 2.08 13.25 1.00 83.57 2.02 1.97 0.03 - ---- - - - 2.01 13.33 0.96 83.53 1.97 1.96 0.01 - - ---- - - - 1.96 13.42 0.94 83.48 1.97 1.92 0.00 - - - ---- - - 1.92 13.50 0.91 83.44 1.97 1.89 -- - ----- --- ---- - ----- 1.89 13.58 0.88 83.39 1.87 1.87 - - - - - - 1.87 13.67 0.86 83.35 1.85 1.84 - - - -- -- - - 1.84 13.75 0.83 83.30 1.85 1.81 -- - - - - - - 1.81 13.83 0.80 83.26 1.78 1.77 - - - - - - - 1.77 13.92 0.78 83.21 1.75 1.75 - - - - - - -- 1.75 14.00 0.75 83.17 1.73 1.71 - - -- - - - - 1.71 14.08 0.72 83.12 1.73 1.68 - - - - - --- - 1.68 14.17 0.70 83.07 1.64 1.64 - - - - - -- ---- 1.64 14.25 0.68 83.03 1.62 1.62 - ----- -- - ----- - - 1.62 14.33 0.67 82.98 1.62 1.58 - - - --- - - - 1.58 14.42 0.66 82.94 1.61 1.54 - - - - - _- - 1.54 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Clv C Civ D Wr A Wr B Wr C Wr D ExHl Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 14.50 0.64 82.89 1.51 1.51 - - - - - - - 1.51 14.58 0.63 82.85 1.51 1.48 =--- - ---- -- --- - - 1.48 14.67 0.62 82.81 1.51 1.44 - - - - - -- -- 1.44 14.75 0.60 82.77 1.41 1.41 - - - - - - - 1.41 14.83 0.59 82.73 1.40 1.38 - - - - - - - 1.38 14.92 0.58 82.69 1.40 1.34 - -- - - - - - 1.34 15.00 0.56 82.65 1.31 1.31 - - - - - ----- - 1.31 15.08 0.55 82.61 1.29 1.28 - ---- - -- - - - 1.28 15.17 0.54 82.57 1.29 1.24 - - ----- _-_ -_- ____ - 1.24 15.25 0.52 82.53 1.21 1.21 -- - - - - - - 1.21 15.33 0.51 82.50 1.19 1.18 - - - - - - - 1.18 15.42 0.50 82.46 1.19 1.14 - - ----- - - -- - 1.14 15.50 0.48 82.43 1.13 1.11 - -- - - -- - - 1.11 15.58 0.47 82.40 1.09 1.08 - - -- -- ---- - ----- 1.08 15.67 0.46 82.36 1.09 1.04 - - ---- -- - -- -- -- 1.04 15.75 0.44 82.33 1.01 1.01 - - - - - - - 1.01 15.83 0.43 82.30 1.00 0.98 - - - - -- - - 0.98 15.92 0.41 82.27 0.99 0.94 -- - - - - - - 0.94 16.00 0.40 82.24 0.92 0.92 - - - - - - - 0.92 16.08 0.39 82.21 0.90 0.89 - - ----- - -- - -- 0.89 16.17 0.38 82.19 0.87 0.85 - -- ---- - ----- ---- ----- 0.85 16.25 0.37 82.16 0.83 0.83 - - - - - - - 0.83 16.33 0.36 82.13 0.82 0.78 - ----- - - -- -- - 0.78 16.42 0.36 82.11 0.76 0.75 -- -- --- --- - - 0.75 16.50 0.35 82.09 0.74 0.71 - -- - ---- - - - 0.71 16.58 0.35 82.07 0.69 0.68 - -_ - - ----- _- - 0.68 16.67 0.34 82.05 0.66 0.64 - ----- - - - --- - 0.64 16.75 0.33 82.03 0.64 0.61 - - - - - - - 0.61 16.83 0.33 82.02 0.59 0.59 ----- - - - ---- - - 0.59 16.92 0.32 82.00 0.56 0.56 - -_ - - -- - - 0.56 17.00 0.32 81.99 0.53 0.53 - -- - ----- - --- - 0.53 17.08 0.31 81.98 0.53 0.51 - - - - --- - - 0.51 17.17 0.30 81.97 0.51 0.49 ----- - --- - -- ----- ---- 0.49 17.25 0.30 81.96 0.49 0.48 - - - - - - - 0.48 17.33 0.29 81.95 0.47 0.46 - - -- - - ---- - 0.46 17.42 0.29 81.94 0.46 0.44 -- - - ---- -- ----- - 0.44 ...End Hydrograph Report Pagel Hydraflow Hydmgraphs by Intelisolve Hyd. No. 2 Hydrograph type = Reservoir Peak discharge = 4.41 cfs Storm frequency = 25 yrs Time interval = 5 min Inflow hyd. No. = 1 Reservoir name = basin Max. Elevation = 84.27 ft Max. Storage = 16,629 cuft Storage Indication method used. Outflow hydrograph volume=47,134 cult Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EA1 Outflow (hrs) efs ft cfs cfs cfs efs cfs cfs dfs cfs cfs cfs 11.42 1.16 82.06 0.67 0.67 - --- - - - - - 0.67 11.50 1.27 82.09 0.74 0.72 -- - - - - ---- - 0.72 11.58 1.47 82.13 0.82 0.77 - - - ----- ----- - - 0.77 11.67 1.94 82.18 0.86 0.85 - - - - - - - 0.85 11.75 2.71 82.26 0.98 0.93 - - - - - - -_--- 0.93 11.83 3.72 82.38 1.09 1.07 ----- - - - - - ----- 1.07 11.92 4.88 82.55 1.27 1.22 - - - - - - - 1.22 12.00 7.28 82.80 1.49 1.43 - - ---- - - - - 1.43 12.08 10.71 83.17 1.73 1.71 -- - -- - -- ---- - 1.71 12.17 11.65<< 83.60 2.09 1.99 0.05 - - - - - - 2.04 12.25 9.78 83.95 3.06 2.10 0.92 -- ----- - _- _- --- 3.03 12.33 7.31 84.16 4.02 2.12 1.89 - - - - ---- - 4.01 12.42 5.38 84.25 4.36 2.09 2.27 - - -- - - -- 4.36 12.50 4.18 84.27 4.41 2.05 2.36 - -- - - - - 4.41 << 12.58 3.10 84.24 4.32 2.11 2.20 - - --- - - - 4.31 12.67 2.33 84.18 4.12 2.11 1.97 - - - - - - 4.08 12.75 1.91 84.10 3.75 2.11 1.59 - -- - -- - - 3.71 12.83 1.7.2 84.03 3.37 2.11 1.26 - - - -- - - 3.37 12.92 1.59 83.97 3.13 2.10 0.98 - - - -- - - 3.08 13.00 1.47 83.90 2.85 2.09 0.75 -- - - - -- - 2.84 13.08 1.35 83.85 2.64 2.08 0.56 - - - -- - -- 2.64 13.17 1.26 83.79 2.48 2.07 0.41 - - - - - - 2.48 13.25 1.20 83.74 2.35 2.05 0.29 - - - -- - - 2.34 13.33 1.16 83.69 2.27 2.03 0.19 - --- -- - -- -- 2.22 13.42 1.13 83.65 2.16 2.01 0.12 - - - -- - - 2.13 13.50 1.10 83.60 2.09 1.99 0.06 - - - - - ---- 2.05 13.58 1.06 83.56 1.99 1.97 0.02 - - - - - -- 1.99 13.67 1.03 83.52 1.97 1.95 0.00 - - - - - 1.95 13.75 1.00 83.48 1.97 1.92 - - - - - - - 1.92 13.83 0.97 83.44 1.97 1.89 -- -- --_-- -- - - - 1.89 13.92 0.93 83.39 1.87 1.87 - - - - - - - 1.87 14.00 0.90 83.35 1.85 1.84 - - -- - - -- - 1.84 14.08 0.87 83.31 1.85 1.81 - - - -- - - - 1.81 14.17 0.84 83.26 1.80 1.77 - - - - - - - 1.77 14.25 0.82 83.22 1.75 1.75 -- - - - - - 1.75 14.33 0.80 83.17 1.73 1.72 ----- - - ----- - - ---- 1.72 14.42 0.79 83.13 1.73 1.69 - - ----- - - -- - 1.69 14.50 0.77 83.09 1.70 1.65 - - - - ---- - - 1.65 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAU Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 14.58 0.76 83.05 1.63 1.63 - - - - - - - 1.63 14.67 0.74 83.00 1.62 1.60 =--- - -- -- --- - - 1.60 14.75 0.72 82.96 1.62 1.56 - - -- - - - -- 1.56 14.83 0.71 82.92 1.54 1.53 - - - - ----- - - 1.53 14.92 0.69 82.88 1.51 1.50 - - - - - - - 1.50 15.00 0.68 82.84 1.51 1.47 - - - -- - - - 1.47 15.08 0.66 82.80 1.48 1.43 - - - - - - - 1.43 15.17 0.64 82.76 1.41 1.41 - - - - --- - - 1.41 15.25 0.63 82.72 1.40 1.38 - - - - - ---- - 1.38 15.33 0.61 82.68 1.40 1.34 - - - - - - - 1.34 15.42 0.59 82.65 1.31 1.31 - - - - ----- - - 1.31 15.50 0.58 82.61 1.29 1.28 -- - - - - ---- - 1.28 15.58 0.56 82.57 1.29 1.24 - - - - - -- - 1.24 15.67 0.55 82.54 1.21 1.21 - - - - --- -- --- 1.21 15.75 0.53 82.50 1.19 1.18 - - - - - -- --- 1.18 15.83 0.51 82.47 1.19 1.15 - - - -- -- - - 1.15 15.92 0.50 82.43 1.15 1.11 ----- ---- -- - ---- -- - 1.11 16.00 0.48 82.40 1.09 1.09 - - - - - - - 1.09 16.08 0.46 82.37 1.09 1.05 - - - - -- - - 1.05 16.17 0.45 82.34 1.03 1.01 -- ----- - --- ---- -- - 1.01 16.25 0.44 82.31 1.00 0.99 - -- --- - -- -- -- 0.99 16.33 0.43 82.28 0.99 0.95 - - - - - - - 0.95 16.42 0.43 82.25 0.94 0.92 - ----- - - - - - 0.92 16.50 0.42 82.22 0.91 0.90 ----- -- - - -- --- - 0.90 16.58 0.41 82.20 0.90 0.86 ---- - - - - - - 0.86 16.67 0.41 82.17 0.83 0.83 - ---- -- - - ----- - 0.83 16.75 0.40 82.15 0.82 0.81 - - -- -- ---- -- - 0.81 16.83 0.39 82.12 0.80 0.77 - - - ---- - - -- 0.77 16.92 0.38 82.10 0.74 0.74 - ----- - - -- - ---- 0.74 17.00 0.38 82.08 0.73 0.70 ----- - ---- - - ----- - 0.70 17.08 0.37 82.07 0.68 0.67 - -- - - - - -- 0.67 ...End Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 2 Hydrograph type = Reservoir Peak discharge = 5.78 cfs Storm frequency = 50 yrs Time interval = 5 min Inflow hyd. No. = 1 Reservoir name = basin Max. Elevation = 84.54 ft Max. Storage = 18,676 cuft Storage Indication method used. Outflow hydrograph volume=55,233 cult Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Civ C Civ D Wr A Wr B Wr C Wr D Exfll Outflow (hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 11.58 1.77 82.23 0.91 0.91 - - - ----- - - - 0.91 11.67 2.32 82.29 1.00 0.98 - - - -- - ----- - 0.98 11.75 3.23 82.39 1.09 1.08 - - -- - --- ---- - 1.08 11.83 4.41 82.53 1.21 1.21 - - - - - - - 1.21 11.92 5.77 82.73 1.40 1.39 - - - - - - - 1.39 12.00 8.56 83.02 1.62 1.61 -- -- - -- - -- - 1.61 12.08 12.52 83.43 1.96 1.89 - - - - - - 1.89 12.17 13.55<< 83.90 2.85 2.09 0.75 -- - -- - -- - 2.84 12.25 11.34 84.27 4.43 2.05 2.38 - - - ---- -- ----- 4.43 12.33 8.46 84.47 5.43 2.00 3.43 - - - - - - 5.43 12.42 6.20 84.54<< 5.78 1.97 3.81 --- - -_- 5.78<< 12.50 4.82 84.53 5.74 1.97 3.76 -- - - - - - 5.74 12.58 3.57 84.47 5.45 2.00 3.45 - - - - - ----- 5.45 12.67 2.68 84.39 5.04 2.02 3.02 -- -- - - -- - 5.04 12.75 2.20 84.29 4.55 2.04 2.51 - - -- - - -- 4.55 12.83 1.97 84.20 4.21 2.11 2.10 - - - - - - 4.21 12.92 1.83 84.11 3.82 2.11 1.66 ----- - - - - - 3.77 13.00 1.68 84.04 3.40 2.11 1.29 --- - - - - - 3.40 13.08 1.55 83.97 3.16 2.10 1.00 - - - - - - 3.10 13.17 1.45 83.91 2.86 2.09 0.76 - - ---- - - - 2.85 13.25 1.38 83.85 2.65 2.08 0.57 ----- - ---- - ---- - 2.65 13.33 1.33 83.80 2.49 2.07 0.42 - - - - - - 2.49 13.42 1.30 83.75 2.36 2.05 0.31 - - - - - - 2.36 13.50 1.26 83.70 2.33 2.03 0.22 - ---- -- - - 2.25 13.58 1.22 83.66 2.21 2.02 0.13 - - - - - - 2.15 13.67 1.18 83.62 2.10 2.00 0.08 - - - - - - 2.08 13.75 1.15 83.58 2.05 1.98 0.04 - - - - - - 2.02 13.83 1.11 83.54 1.98 1.96 0.01 - - - - - 1.97 13.92 1.07 83.50 1.97 1.94 0.00 - -- - - - - 1.94 14.00 1.03 83.46 1.97 1.91 ----- - - - - -- - 1.91 14.08 0.99 83.42 1.92 1.88 - -= - - - - - 1.88 14.17 0.96 83.38 1.86 1.86 - - - - - - - 1.86 14.25 0.94 83.34 1.85 1.83 - -- - - - - - 1.83 14.33 0.92 83.30 1.85 1.80 - - - - - - - 1.80 14.42 0.90 83.26 1.78 1.77 - - -- - - - - 1.77 14.50 0.88 83.22 1.75 1.75 - -- - - - ---- - 1.75 14.58 0.87 83.18 1.73 1.72 - - - - - - - 1.72 14.67 0.85 83.14 1.73 1.69 - - - - -- -- - 1.69 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAU Outflow (hm) cfs ft cfs cfs as as cfs cfs cfs cfs cfs cfs 14.75 0.83 83.10 1.73 1.66 - - - - - - - 1.66 14.83 0.81 83.06 1.63 1.63 - - - - -- - - 1.63 14.92 0.79 83.01 1.62 1.61 - - - - - -- - 1.61 15.00 0.77 82.97 1.62 1.57 - -- - - - - - 1.57 15.08 0.75 82.94 1.60 1.54 - - - - - - - 1.54 15.17 0.74 82.90 1.52 1.52 - - ---- ---- - - ----- 1.52 15.25 0.72 82.86 1.51 1.49 - ---- - - - - - 1.49 15.33 0.70 82.82 1.51 1.45 - ---- -- - - - - 1.45 15.42 0.68 82.78 1.42 1.42 - -- - ----- -- - - 1.42 15.50 0.66 82.74 1.40 1.40 - - - - - - - 1.40 15.58 0.64 82.71 1.40 1.36 - - - ---- -- - - 1.36 15.67 0.62 82.67 1.40 1.32 - - ---- - - - - 1.32 16.75 0.61 82.63 1.30 1.30 - -- - - ----- - - 1.30 15.83 0.59 82.60 1.29 1.27 - --- - -- - - - 1.27 15.92 0.57 82.56 1.29 1.23 ---- - ----- - --- - - 1.23 16.00 0.55 82.53 1.20 1.20 - - - - - - - 1.20 16.08 0.53 82.49 1.19 1.18 - - - - --- -- - 1.18 16.17 0.52 82.46 1.19 1.14 - -- - - - - - 1.14 16.25 0.51 82.43 1.12 1.11 - -- - - - - - 1.11 16.33 0.50 82.40 1.09 1.08 --- --- - - - - - 1.08 16.42 0.49 82.36 1.09 1.04 ----- --- - ----- - ----- ---- 1.04 16.50 0.48 82.33 1.02 1.01 - - - - - - - 1.01 16.58 0.47 82.30 1.00 0.99 - - - - - - - 0.99 16.67 0.46 82.28 0.99 0.95 - - ----_ - - - - 0.95 16.75 0.46 82.25 0.94 0.92 - - - - ---- - ----- 0.92 16.83 0.45 82.22 0.91 0.91 - -- -- - - - - 0.91 16.92 0.44 82.20 0.90 0.87 - - - - - - - 0.87 ...End Hydrograph Report Pagel Hydraflow Hydrographs by Intetisolve Hyd. No. 2 Hydrograph type = Reservoir Peak discharge = 6.80 cfs Storm frequency = 100 yrs Time interval = 5 min Inflow hyd. No. = 1 Reservoir name = basin Max. Elevation = 84.81 ft Max. Storage = 20,830 cuft Storage Indication method used. Outflow hydrograph volume=63,417 cuft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAU Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs Cfs cfs cfs 11.67 2.70 82.41 1.10 1.10 - - - - - - - 1.10 11.75 3.76 82.52 1.20 1.20 - - - - - - - 1.20 11.83 5.11 82.69 1.40 1.34 - - - ---- - - -- 1.34 11.92 6.66 82.92 1.53 1.53 - - - - - - - 1.53 12.00 9.83 83.24 1.76 1.76 - - - - - - - 1.76 12.08 14.32 83.70 2.29 2.03 0.20 - ----- - - - - 2.23 12.17 15.45 << 84.19 4.18 2.11 2.06 - - - -- - - 4.17 12.25 12.90 84.56 5.86 1.96 3.90 - - - - - - 5.86 12.33 9.60 84.75 6.60 1.92 4.68 -- - - ----- -- - 6.60 12.42 7.03 84.81 6.80 1.91 4.89 - - - - - - 6.80<< 12.50 5.46 84.79 6.73 1.92 4.82 --_ - - -- - - 6.73 12.58 4.03 84.72 6.51 1.92 4.59 - -- ----- -- - - 6.51 12.67 3.03 84.61 6.12 1.95 4.17 ---- - - -- - - 6.12 12.75 2.49 84.49 5.59 1.98 3.61 --- - - -- -- - 5.59 12.83 2.23 84.38 4.98 2.02 2.96 -- -- - -- -- - 4.98 12.92 2.07 84.27 4.45 2.05 2.41 - - - - - - 4.45 13.00 1.90 84.18 4.14 2.11 2.00 -- - - - - - 4.11 13.08 1.75 84.10 3.69 2.11 1.56 - - -- -- - - 3.67 13.17 1.63 84.02 3.32 2.11 1.21 - - - - - - 3.32 13.25 1.56 83.95 3.07 2.10 0.93 - - - - - - 3.03 13.33 1.51 83.89 2.84 2.09 0.71 - ---- - ----- - - 2.80 13.42 1.46 83.84 2.62 2.08 0.54 - - - - - - 2.62 13.50 1.42 83.79 2.48 2.07 0.41 --- - - - - - 2.48 13.58 1.38 83.75 2.36 2.05 0.31 - - - ---- - 2.36 13.67 1.33 83.71 2.34 2.03 0.23 - - - - - - 2.26 13.75 1.29 83.67 2.21 2.02 0.14 -- -- - - - 2.16 13.83 1.25 83.63 2.11 2.00 0.09 - - - - -- - 2.10 13.92 1.20 83.59 2.09 1.98 0.05 - - - - - 2.04 14.00 1.16 83.56 1.99 1.97 0.02 - - - - - - 1.99 14.08 1.12 83.52 1.97 1.95 0.00 - - - - - - 1.95 14.17 1.09 83.48 1.97 1.92 0.00 - - - - - - 1.92 14.25 1.06 83.44 1.97 1.89 - - - - -- ---- - 1.89 14.33 1.04 83.40 1.87 1.87 - - - - ---- ----- - 1.87 14.42 1.02 83.37 1.85 1.85 - - - - - - - 1.85 14.50 1.00 83.33 1.85 1.82 - --- - - - - 1.82 14.58 0.97 83.29 1.85 1.79 - - - - - - - 1.79 14.67 0.95 83.25 1.76 1.76 - ---- -- - ----- ----- - 1.76 14.75 0.93 83.21 1.75 1.74 - - - - ----- ---- - 1.74 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Civ C Civ D Wr A Wr B Wr C Wr D EAU Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 14.83 0.91 83.17 1.73 1.72 - - - - - - - 1.72 14.92 0.89 83.13 1.73 1.69 - - - - - - - 1.69 15.00 0.87 83.10 1.73 1.66 - - - - - - --- 1.66 15.08 0.85 83.06 1.63 1.63 - - - - - - - 1.63 15.17 0.83 83.02 1.62 1.61 - - - - - - - 1.61 15.25 0.81 82.98 1.62 1.58 ----- - - - - -- - 1.58 15.33 0.79 82.94 1.62 1.54 - - - - - - 1.54 15.42 0.77 82.91 1.52 1.52 - - - -- - ---- - 1.52 15.50 0.74 82.87 1.51 1.50 - - - - - -- --- 1.50 15.58 0.72 82.83 1.51 1.46 - - - - - ----- - 1.46 15.67 0.70 82.79 1.46 1.43 ---- - - ----- - - - 1.43 15.75 0.68 82.76 1.41 1.40 - - - - - ----- - 1.40 15.83 0.66 82.72 1.40 1.37 - - - - - - - 1.37 15.92 0.64 82.68 1.40 1.34 - - - -- - -_- -- 1.34 16.00 0.62 82.65 1.31 1.31 - - -- - - -- -- 1.31 16.08 0.60 82.61 1.29 1.28 - - - - --- - - 1.28 16.17 0.58 82.58 1.29 1.25 - - - ---- - ----- - 1.25 16.25 0.57 82.54 1.23 1.21 - - - ---- --- --- -- 1.21 16.33 0.56 82.51 1.19 1.19 - - ---- - --- - - 1.19 16.42 0.55 82.47 1.19 1.15 -- -- -- ----- -- --- - 1.15 16.50 0.54 82.44 1.18 1.12 ----- --- - --- -- - - 1.12 16.58 0.53 82.41 1.10 1.10 ----- - - - - - - 1.10 16.67 0.52 82.38 1.09 1.07 - - - - -- - --- 1.07 16.75 0.51 82.35 1.08 1.03 - - - -- - -- --- 1.03 ...End APPENDIX G Appendix G The calculation for water quality volume required for the detention basin is as follows: WQV= 1�_')(R)UA 12 R=0.05 +0.009(I) A=3.18 Acres I= 1.73 =54.4% 3.18 R=0.54 QWV=0.1431 AC. FT=6,233 C.F. The volume below the outlet provided is greater than 6,233 C.F. Much of the area of runoff to the rear detention/water quality basin is roof areas that will not have the constituents in the runoff that is typical of runoff from paved surfaces. The parking areas will be for employees, and there will be very little truck traffic on the paved areas draining to the detention/water quality basin APPENDIX H JOB esign 5HEE.T NO OF professionals, inc. CALCULATED By DniF. DESIGN STOW FAZOUgNCY � CQn � civllangineers • planners • surveyors gla CHECKED By ... _ DATE -- n T.C. I Q - - Fro+r� To A C (h c r. o nt 1 n. I c f: t,,s; S: ; Q V L t NOTE c -s o,g( x r8 0 3, � .mil_ S.o , S 3,3 0 r �.,ro r3 80� 25 OCG . �i 5r3 7.30f 0107 S t ,� V3 o, o o,? o 3�r 0.70 0,9 0,63 63 6r IS (125 1 0.o3 -------------- r.w.•�• rr..wr.w.. �..• �r r�� HIGHLAND SOILS LLC Galen Semprebon March 3,2005 MAR 1 2005 Design Professionals,Inc. 165 South Satellite Road South Windsor,CT 06074 RE HUDSONBAYLOR CORPORATION 300 RYE STREET SOUTH WIIVDSOR, CT.- Dear Galen: The inland wetland boundaries on the above-referenced property were field delineated on May 20,2003. The wetlands were field delineated in accordance with the standards of the National Cooperative Soil Survey and the definition of wetlands as found in the Connecticut General Statutes,Chapter 440, Section 22A-38. I have reviewed the plans prepared by your office and have found the representation of the,field delineated wetlands to be substantially correct. If you have any questions,or require additional information,please call me at(860) 742-5868. Ve y yours, John P.Ianni Professional Soil Scientist CPESC cAdocuments and settings\highland soi1s\1et2003\166.doc P.O.Box 337, Storrs,Connecticut 06268 (860)742-5868 MEMORANDUM To: South Windsor Inland Wetland/Conservation Commission. From: Jeffrey H. Folger— Environmental Planner/Conservation Officer Date: March 24, 2005 Re: Appl # 05-19P, Review of the proposed Hudson Baylor Site Plan. Plans dated 12/23/04 The project is to create an addition to existing parking, access drives and stormwater management system associated with an industrial building. Stormwater is proposed to be discharged into a detention basin and then into the street pipe system. Estimated disturbances within the URA equals 11,450sgft and direct wetland impacts equal 50sgft. Site: The site is located in the Scantic River watershed. The site is comprised of a lot totaling 28.6 acres. Currently the site is partially developed with an industrial recycling building and parking lots on the north side of the property. The current site drains to Rye Street and ultimately to Dry Brook. Regulated areas on the site are made up of three small wetland areas located at the toe of a slope adjacent to Troy Road. These wetlands are fed by groundwater exfiltrating from the slope, probably along the subsurface clay layer. Major functions of these wetlands would be sediment trapping, water conveyance, groundwater exfiltration, and limited wildlife habitat. Two eroded gullies currently exist on the site from improperly installed drainpipes. The pipes were installed near the top of the slope, which resulted in erosive scour and soil slumping. Impacts: The soils on the slope are listed as Terrace Escarpment Sand and Clay (Te). Erosion potential is listed as high for these soils. Water from the top of the slope must be controlled so as not to flow over the slope. Existing gullies found on the site are testaments to the unstable nature of the slope. Stormwater quality management in the long term is proposed to be handled by installing a additional detention basin to handle the expansion with extended retention capacity to increase residence time within the system. There is a concern with saturating the slope via standing water from the retention basin. It is unclear where the clay layer is located in relation to the proposed excavation of the basin. To prevent potential slippage of the soil, underdrains or a clay lining at the basin will be necessary. I have asked the applicant to examine this situation. 03/29/2005 TUE 11:14 FAX 860 644 7280 South Windsor Town Hall 0001 ********************* *** FAX TX REPORT *** ********************* TRANSMISSION OK JOB NO. 3846 DESTINATION ADDRESS 92918757 PSWD/SUBADDRESS DESTINATION ID ST. TIME 03/29 11:14 USAGE T 00' 33 PGS. 1 RESULT OK 7 �i u 0 1540 SULLIVAN AVENUE•SOUTH WINDSOR, CT 06074 'cO�` TELEPHONE(860)644-2511 To: Design Professionals 165 So. Satellite Road South Windsor,CT 06074 From:Jeffrey H.Folger—Environmental Planner/Conservation Officer Date:March 29,2005 Re:App.#05-19P-Review of the proposed Hudson Baylor Site plan—Plans dated 12/23/04. l have reviewed the proposed plan with the following additional comments: There is a drain present on the site just to the north of proposed catchbasin#5. This drain was improperly installed and discharges mid-slope. This has resulted in an eroded gully that has deposited a significant amount of sediment into the adjacent wetland and Dry Brook watercourse over time. This discharge must be brought to the toe of the slope and the gully repaired and stabilized. The soils downslope of the proposed detention basin are mapped as terrace escarpment soils. There is a concern that the saturated conditions resulting from the detention basin may cause a slope failure toward Troy Road. A solution must be found to prevent a saturated condition from effecting slope stability. cc. Town Engineer Director of Planning 03/31/2005 THU 14:49 FAX 860 644 7280 South Windsor Town Hall 0001 ********************* *** FAX TX REPORT *** ********************* TRANSMISSION OK JOB NO. 3881 DESTINATION ADDRESS 92918757 PSWD/SUBADDRESS DESTINATION ID ST. TIME 03/31 14:48 USAGE T 00' 31 PGS. 1 RESULT OK �towM sE;�� 1540 SULLIVAN AVENUE•SOUTH WINDSOR,CT 06074 R. TELEPHONE(860)644-2511 To: Design Professionals 165 So.Satellite Road South Windsor,CT 06074 From:Jeffrey H.Folger—Environmental Planner/Conservation Officer Date:March 31,2005 Re:App..#05-19P-Review of the proposed Hudson Baylor Site plan—Plans dated 12/23/04, I have reviewed the proposed plan with the following additional comments: There is a drain present on the site just to the south of the proposed detention basin. This drain also was improperly installed and discharges mid-slope. This has resulted in an eroded gully that has deposited a significant amount of sediment into the adjacent wetland and Dry Brook watercourse over time. This discharge must be brought to the toe of the slope and the gully repaired and stabilized. cc. Town Engineer Director of Planning DESIGN PROFESSIONALS, INC. civil engineers .planners . surveyors . gis April 1, 2005 Town of South Windsor 1540 Sullivan Ave. South Windsor, Ct 06074 9A�p Attn: Mr. Jeff Folger ysF�� SODS, Environmental Planner Re:Nutmeg Recycling 300 Rye Street Dear Jeff We are writing in response to your comments dated 3/24/05, 3/29/05, and 3/31/05. We have revised the plans to address your comments, and have included 4 sets of revised plans for your use. Our responses to your comments are as follows: 3/24/05 comments: 1. We have highlighted and extended the proposed erosion controls in the area of the detention basin outlet. 2. We have requested a more detailed soil report from John Ianni and will forty q p and it to you as soon as we receive it. 3. The detention basin has been revised to include a 12"clay liner, and 6"of topsoil. Due to the relatively high elevation of the basin, we do not expect to encounter groundwater during excavation of the basin. Due to the relatively small drainage area, we do not anticipate that this basin would be able to support a wetland regiment. In addition, due to the steep slopes and concern with breakout from groundwater causing erosion down-slope of the basin, we have designed the basin with an under-drain that will drain over a longer period. 3/289/05 comments: 1. The drain that previously discharged to this pipe has been removed as part of the demolition work recently completed in this area. Nothing drains to this pipe at this time, and we are not proposing to drain anything to this pipe in the future. With the elimination of this drain, we were proposing to leave this area alone, and not attempt to do any further work in this area. Any efforts at filling and stabilizing this area will require the removal of trees and significant disturbance of the surrounding areas. With the elimination of the storm discharge water, we would recommend leaving this area alone to stabilize naturally. 2. See response to comment#3 above. 3/31/05 comments: The drain noted is being abandoned as part of the proposed improvements. As per our discussions, we have proposed repair measures to the two eroded locations noted. Please feel free to call with any questions or comments, or if you need additional information. Sincerely, A� Galen Semprebon, P. . Enclosure: 165 South Satellite Road, South Windsor, Connecticut 06074 Tel: (860) 291-8755 • Fax: (860) 291-8757 MEMORANDUM To: Marcia Banach, Director of Planning Jeff Folger, Environmental Planner APR - G 2005 From: Jeffrey B. Doolittle, P.E., Town Engineer Date: 4/6/05 RE: App 05-19P, Nutmeg Recycling, 300 Rye St I have reviewed the Site Plan/Special Exception application for Nutmeg Recycling at 300 Rye Street and have the following comments: 1. Include a demolition plan showing all the existing structures, pavement, utilities, etc to be removed. 2. What will happen to all the monitoring wells along the east side of the building? 3. Some of the labels on the plan do not seem to be in the correct location. For example, on sheet 4 there are two places where there is a D for existing pervious area to remain over what appears to be proposed as new pavement. Please double check the labels. 4. The plan needs to clearly show where there will be new pavement and where existing pavement will remain on the site. 5. The new driveway from the north side of the building around to the east side should tie into existing pavement between the parking spaces, not at the parking spaces. 6. The small open connection between the proposed drainage pipe from the detention basin and J the existing pipe under Troy Road needs to be closed for ease of maintenance and to prevent clogging with debris and possible flooding of the road. Connect the drainage pipe from the proposed detention basin directly to the existing drainage pipe that crosses Troy Road at a new manhole or catch basin. Include an inlet pipe to the side of this structure from the existing wetlands at the bottom of the slope. There needs to be a plunge pool to trap sediment at the inlet to this pipe. 7. What is the box with a door on each side that is across from the truck door to the building? This needs to be labeled and should be pushed east about 7-8 feet to line up with the parking space s and pavement on both sides. 8. Why is stormwater from CB1 and CB2 bypassing the detention basin? This stormwater will not be treated for stormwater quality and it looks like some of it comes from the drive, parking areas, and railroad siding loading area as well as the roof. 9. The stormwater calculations include a C134 and MH2 that I could not find on the plans. These calculations may need to be updated. 10. Will there be any process wastewater or washwater from the operations at this site? If so the Superintendent of Pollution Control needs to be contacted. Please contact me with any questions. HIGHLAND SOILS uc f; April 6;2M Clam.$cmpmbm t Msip 165 South Satiety Rod South Windsor,ff O".-: - RE AvT11lEiG.MxrCLm LLC soum-�.ailVlf.S` CT Dear Gakn: 1 >- The biland v bodes-on des abotie-reface pity wed field deliae�ed on . May Zq 200 ,''11C wounds were"-deli wined in acco mbnee with the sta &u&of the.National Caopem w Soil Survey and the definition of vvdmds as foogd in the_Co ,Ceneral Sins,Cl#aPftr M0,&mftm 22A 38. I haws mvie ,W ft pltms-pr pavd by ycwir pf im and have- found>beration of the&M delinmed wodettds W be atlq oairrect. vWm&were found in two areas on the pnopotty. In the easkrn portion of the pno aw and along Troy Read,five an=of were napped_ The area was a-*, ,May ay mapped as Terrace E9caipmems of sand and clay. The vctlmds are associated whh hillside seeps or ground water cxfikn tit m The entire slope where the v*d mds were located a faaested with mused hardwood species. E`►ideance of filedsoils rod hmanan ddwbmmm were noted in this area. One of the wralaed erica$(along Rye Street)appals to be is a n�ben-made cxcava8ian.amd�aylaave_bees pert o£s stiomn wetlor new siruc u m Mw soils in this wetlmd ovw*"a' *a of clay. :The remainftwetion&crierlay deposits of sand and we mapped as belonging to the poorly drained Walpole Series.. Tie southern most wetland is an mftremment watercourse dam). The up1804 seas in the eaisI pottio n of the property have been diWX60 by Wadi and SlCmg activities. Many of the areas are mapped as Udoetim"or roan-made soils, Limited areas of the eaw*vdy ehaiaoa Windsor Series were noted in rod areas. These sorts oveerisy sandy deposits- In the far western corner of the property a small area of vredm&was mapped as poorly drained so&.of the Walpole Series. A Iarge and flat wooded area was found to contain upland sorts of the moderately well drained M'mWet Series. This area a formed wide mired hwdwood species and a seasonally high water tadrle was noted d rougbout the am& Ifyou have my qu-ions,or mqum additional mformabon,please can me at(800)742- 5868. V U*ym's, Pmfemionsl Sort Scientist CPESC c%documemas aadsieetiags%igb1md soiibUcC005170.doc P.O.box 337,Storrs Commeckut 06268 (860)7I2-5868 SowN see a " To� O-P So� ?d&u&o-t 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 oR•co TELEPHONE(860) 644-2511 April 12, 2005 Certified #70042510000398029424 Design Professionals, Inc. 165 South Satellite Road South Windsor, CT 06074 RE: Appl.#05-19P— Hudson Baylor Corp. Dear Mr. Semprebon: At the April 6, 2005 regular meeting, the Inland Wetlands Agency/Conservation Commission approved application #05-19P—Hudson Baylor Corporation —300 Rye Street— Inland Wetland Conservation Commission—application for regulated activities in connection with the construction of an access drive and associated improvements on property located southerly of Troy Road and easterly of Rye Street. Industrial 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 &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 April 6, 2010. It is the landowner(s)/applicant(s) responsibility to track expiration dates and notify the Commission of a renewal request at least 65 days prior to expiration. 4. 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 sediment control measures. IF Hudson Baylor Corporation April 12, 2005 Page 2 7. We recommend a bond in the amount of$10,000 be submitted to the Planning & Zoning Commission to ensure successful installation of the stormwater system. Very truly yours, fi" '*I� a�o- Philip Forzley, Vice Chairperson INLAND WETLANDS AGENCY/ CONSERVATION COMMISSION PF:dr cc: Chief Building Official