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Site Plan - Conservation (472)
o � G U S r 1540 SULLIVAN AVENUE SOUTH WINDSOR, CONN. 06074 SOR•CO AREA CODE 203/644-2511 January 29, 1992 Nancy M. Murray, Biologist/Data Manager State of Connecticut Department of Environmental Protection Natural Resources Center _ 165 Capital Avenue, Room 553 Hartford CT 06106 Dear Nancy: Re: Appl . #91-43P, Podunk Earth Products Recycling Center Enclosed is a location map and a plan showing the proposed development and the associated area which they propose to fill . I have been requested to contact your office and have you review the Natural Diversity Data Base maps and files regarding the area represented in the enclosed location map. The public hearing being held by our Inland Wetlands Agency/Conservation Commission, regarding the proposed wetland impacts, is in progress and has been continued to February 3, 1992 . Although I do not expect that you can formally respond to this request by that date; we would appreciate a response as quickly as possible. If your have any questions, or need additional information, feel free to contact me at 644-2511, extension 229 . Thank you for your attention to this matter. Very truly yours, John E. McCahill, Zoning/Wetlands Enforcement Officer JEM/pmm cc: Elizabeth A. Warren, Chairman, IWA/CC z�HIgZ Attorney Wayne C. Gerlt S e6ke l.aa�-�ti aa� IM - � 1 A fAi'U^ 0 A S` , w:-' (t Se--'�C! 0V } Oc 50 . PROJECT LOCATION •S i( •I c iI r SOUTH WINDSOR 4S4Nr yy!! u SMtrH TREE? Ac .,y V4<<fY '41lr Vter! QL �♦ �G� G!i W t � W , I . - PROpo MANCHESTER 0 S O F E S HARTFORD a , GOO 0 STREE- R�• ` m rrr, s� G°N�p�/�' Pv J "1--• wfsr r rrZPK Yl �aN ClZ �r FIGURE NO. I- I §3@ FLlSS&07\ML / 0� I MANCHESTER. CONNECTICUT / 1 . LOCATION MAP 90 „ PUDUNK EARTH PRODUCTS ° RECYCLING CENTER CHAPEL ROAD SO. WINDSOR CT. �Ro,i.no. 91-194 om MAY 1991 ScAu:1 s 2000 /i 17ri�� ��III_� . L .� i� '- i`;li.+ a/�.-�'Z_1 \ ,`�_••'`� 4 �__ , `., . tom / ,! � . , 1 - °�.-� _�-- �-�- ,✓r ._ � ��� � � � �• �{. - l ,� fir-._.►�^���� 1 �:-�. ,� `l ����-- �� ur r ��� .-` 1,� � / � ♦ \ , �,�� � � `, f� { , t 1 �l� Ill"M ' DESIGN REPORT PODUNK EARTH PRODUCTS ' RECYCLING CENTER SOUTH WINDSOR, CONNECTICUT SEPTEMBER 1991 Applicant: Podunk Earth Products Recycling Center 321 Olcott Street Manchester, Connecticut 06040 (203)649-3995 Contact: Dennis Botticello pp0,1111f pprCfttr�im oi„°°6 R//////IIIp;�+ °°0 ®y e.....0.�`1°j1ji°� 00p�,3 F CON a�eee CP a1= 1 P , .e s o. 16215 ee � �44a�4rsi•.se t pea°°°° �w�1*18TEVLo��p4 FV NEILL eBj0HA 06e l` consulting engineers p 9 146 Hartford Road, Manchester, Connecticut 06040 ' Telephone (203) 646-2469 FAX (203) 643-6313 MMZ1004A91\91194 Contact: Mark M. Zessin, P.E. ' SOLID WASTE MANAGEMENT WASTE WATER SYSTEMS • EROSION CONTROL • WATER SYSTEMS • HYDROLOGY and DRAINAGE SYSTEMS • SITE PLANNING HIGHWAYS and BRIDGES • SURVEYING • LANDSCAPE ARCHITECTURE • TRANSPORTATION and TRAFFIC • PUBLIC WORKS MANAGEMENT • HYDROGEOLOGY 1 TABLE OF CONTENTS SECTION PAGE I. Project Description 1 II. Access to Site/Traffic 4 III. Sanitary Report 7 IV. Storm Water Management 10 V. Sediment and Erosion Control Measures 10 IVI. Podunk River Flood Zone 14 TABLES 1 Area, Yard and Heights Requirements 3 FIGURES END OF REPORT I-1 Location Map I-2 Area Map II-1 1992 External Traffic Volumes II-2 Site Generated Traffic Volumes II-3 1992 Combined Traffic Volumes APPENDICES END OF REPORT A Checklist B Subsurface Investigation Data for Sewage Waste Disposal C Storm Water Computations iD Erosion Control Measure Cost Estimate E FEMA (FIA) Information of Podunk River F Intersection Capacity Analysis Worksheets G Acoustical Study H Soils/Wetlands Description i MMZ1004A91\91194 ' Corres. printed on recycled paper FUSS&O'NEN.L,IIVC. lnlAlo I. PROJECT DESCRIPTION: , The Podunk Earth Products Recycling Center is being proposed on a parcel of land east of U.S. Route 5 between Pleasant Valley Road and Chapel Road in South Windsor, Connecticut ( Figure I-1) . The Podunk Earth Products Recycling Center will process surmJus earth and wood materials into saleable products. The filling of up to 280,000 cubic aids of non-mar etable clean ihl is also proposed. ? Proposed recycling process operations are as follows: A. Crushing of earth materials including rock, concrete, bricks, ceramics and asphalt paving fragments. These ; materials are considered "clean fill " by the Connecticut Department of F.nvirnnm _ntal Protection since the are virtually inert and pose neither a pollution threat to groun or sur ace waters nor a } fire hazard. The ng of and trunks and rp- si-il 1��tis}I B. chipping1 ofl trunks and elimbs. A shredder mulcher may l � , / Y also be utilized . A ydraulic shearer will be vie"k� utilized to fragment over- sized wood pieces as an rJ � initial stage in the process. J C. The sizing of crushed earth materials and soils will also be performed with gradation screens equipped with a rubberized suspension system. Goods and products which will result from the recycling operations include the following: A. Processed aggregate products suitable for roadway subbase and select trench backfill. B. Clean fill suitable for borrow material uses such as the formation of roadway embankments. C. Wood chips and wood mulch for landscaping, erosion and weed control applications. D. Reclaimed steel suitable for recycling. Up to 85 percent to 95 percent of the steel embedded in the processed concrete materials can potentially be recovered. MMZ1004A91\91194 Corres. 1.4 printed on recycled paper FUSS&O'NEILLANC. As previously mentioned, non-marketable clean fill products will be placed an The /eai� y proposed fi area is the site of former sand and gravel and, to an even greater extent, clay mining operations. It is intended to ultimately i is area to elevations near v ma c ing the pre-minincx topography. This would enable the site to be suitable for planning and development in the future. A wood- product processing - building---is --proposed--to--house most of the wood processing equipment. For the time being, it is proposed that some processing will be undertaken outside. Dust and noise are not expected to create any nuisances due to the location and intensity of sc`all�of--t a operation and ro er management of potential dust problems roug application of calcium ch oride an or water. Calcium chloride in granular, pellet or lake form will be spread over gravel and dirt drives and stockpiles containing significant portions of fine materials for the purpose of allaying potential dust 9 conditions during dry periods. An acoustical study for the proposed recycling center has been performed and is included as Appendix G of this report . Based upon acoustical measurements of the proposed equipment to be utilized, and subsequent analysis � .� of the site and surrounding property, conformance with town and state noise level standards beyond the boundary i of the lot is expected. The proposed earth products recycling center is consistent r w with former uses for the site which have included brick and concrete material production and storage, as well as \ � I the previously mentioned sand and gravel and clay mining. In addition, the recycling center has been planned to J� conform to the performance standards of the Industrial } Zo as the Town' s zoning regulations in general. ? Neig ors of the recycling center should not be subject to nuisance or detriments to health, safety or welfare. Finally, the applicant strongly believes that the project is consistent with--the State of _Connecticut's adopted Solid Waste Management Plan. This plan, prepared by the DEP and issued in February 1991, states that: "Certain portions of the bulky waste stream already are being recycled, including a large amount of brick - 2 - MMZ1004A91\91194 Corres. `AI,printed on recycled paper FUSS&OTA3LLJNC. and other used building components of considerable value. Technology exists to process certain other portions, notably block, paving and rubble, into aggregate materials . This technology merits examination and, where feasible, will be promoted for recycling. . . " page 32 of State of Connecticut Adopted Solid Waste Management Plan, Connecticut Department of Environmental Protection, February 1991. The Podunk Earth Products Recycling Center will be an e x a m p e o e imp emen iori`off current processing t c no ogy or the recycling, reclamation and-reuse of materar'- ------- — __ TABLE ONE AREA, YARD AND HEIGHT REQUIREMENTS PODUNK EARTH PRODUCTS RECYCLING CENTER SOUTH WINDSOR, CONNECTICUT INDUSTRIAL ZONE SCHEDULE OF AREA, YARDS AND HEIGHT REQUIREMENTS (from Section 5.2 of South Windsor Zoning Regulations) Regulations Proposed Minimum lot area 20,000 sq. ft. 3,435,000+ sq. ft. (78.85+ acres) Minimum lot width 100 ft. 2000+ feet wide Minimum lot depth 150 ft. 1500+ feet deep Maximum stories 2 1 story Maximum height 40 ft. 27 feet Maximum lot coverage 50% <10% Maximum impervious cover 65% <10% Minimum front yard 35 ft. 100+ feet Minimum rear yard 25 ft. 500+ feet Minimum each side yard 10 ft. 50+ feet Parking 1 per 700 GFA or 2/3 employees 8 spaces 10 spaces - 3 - 1 MMZ1004A91\91194 Corres. = printed on recycled paper FUSS&O'NBLLANC. II. ACCESS TO SITE/TRAFFIC Access to the proposed development will be from Route 5 via an existing access driveway located on the east side of Route 5 approximately 300 feet north of Chapel Road. This paved access driveway is approximately 40 feet in width and is stop sign controlled at its intersection with Route 5. Route 5 is a four-lane, median divided roadway with exclusive turning lanes at most major signalized intersections. Median openings are provided for most major driveways including the existing access driveway to this site. The posted speed limit on Route 5 in the vicinity of this site is 50 MPH. An inquiry was made to the Connecticut Department of Transportation (CTDOD) requesting information concerning the average speed of vehicles traveling along Route 5 in the vicinity of the site. CTDOT data indicates that average travel speed for this section of Route 5 is 53 MPH. In order to determine the traffic impact of the proposed development on adjacent street traffic, representatives of Fuss & O ' Neill, Inc. conducted manual turning movement traffic counts at the location of the existing Route 5 access driveway intersection in May, 1991. These counts were compared to other count data from Fuss & O'Neill, Inc. projects and public records in order to test their validity. In addition, comparisons were made to traffic volume data which was obtained from the Connecticut Department of Transportation (CTDOT) for Route 5 in the vicinity of the site. After reviewing and balancing the count data, the traffic volumes were projected to the 1992 design year (anticipated year of full operation) using a three percent (3%) per year peak hour growth factor to account for normal traffic growth in the area. Figure No. II-1 shows 1992 external traffic, which is defined as design year traffic which does not have the site as its origin or destination. ' The greatest traffic impact on the adjacent roadway network will occur during the A.M. and P.M. peak hours, the periods when commuter trips are at their highest levels . The traffic count data indicate that the A.M. peak hour occurs at 7:00 A.M. to 8:00 A.M. and the P.M. peak hour occurs at 4: 15 P.M. to 5: 15 P.M. Therefore, these hours were subsequently analyzed. - 4 - MMz1004A91\91194 Corres. printed on recycled paper FUSS&aNEILLJNC. Estimates of the amount of traffic generated by the proposed development were made based upon the following information relative to the proposed development operations: A. Five (5) employees B. Daily operating_jiou - :00 A.M. to 4:00 P.M. C. Maximum daily round-trip truc au s - 4_ _.- In consideration of the above data',---we--have estimated that during the A.M. and P.M. peak hours, the following trip generation can be expected: A.M. PEAK HOUR EMPL. TRIPS TRUCK TRIPS TOTAL TRIPS Enter 5 6 11 Exit 1 6 7 Total 6 12 18 P.M. PEAK HOUR EMPL. TRIPS TRUCK TRIPS TOTAL TRIPS Enter 1 3 4 Exit 5 3 8 Total 6 6 12 It should be noted that the peak hour for site generated traffic will occur after the A.M. (Route 5 ) peak hour during which time the Route 5 roadway volumes are substantially reduced. An arrival/departure distribution for site generated traffic traveling to and from the proposed development was developed by reviewing both the existing traffic patterns and the geographical location of the site. Accordingly, it is anticipated that thirty percent (30%) of the site generated traffic will be oriented to and from the north while seventy percent (70%) will be oriented to and from the south. Using this arrival/departure distribution, site generated traffic was added to the roadway system with the results shown in Figure No. II-2. These volumes were then added to the external 1992 peak hour traffic volumes to yield the combined 1992 peak hour traffic volumes shown in Figure No. II-3. - 5 - MMZ1004A91\91194 Corres. printed on recycled paper FUSS&aNEILL,INC. Intersection capacity analyses were conducted for the A.M. and P.M. peak hours to determine the effect of the new site generated traffic on the existing operating characteristics of the Route 5 site driveway intersection. The analyses were conducted using the procedure for unsignalized intersection capacity analyses described in the Highway Capacity Manual (Special Report. No. 209), published by the Transportation Research Board in 1985 . The analysis technique rates the delay time experienced by stopped vehicles at the intersection, and focuses on left turning and right turning vehicles exiting from the "side street" ( site driveway) and the left turning vehicles from the through street (Route 5 ) entering the site. Through traffic and right turning traffic from the main street are anticipated to have minimal delays , since minimal conflict with these movements occur. The term level of service (LOS) is used to describe the calculated operating characteristics of an unsignalized intersection. LOS is a measure of the delay experienced by stopped vehicles at an intersection. LOS is rated on a scale from A to F, with A describing a condition of very low delay (less than five seconds per vehicle), and F describing a condition where delays will exceed 60 seconds per vehicle. Delay is described as a measure of driver discomfort , frustration, fuel consumption , and lost travel time . Therefore , intersections with longer delay times are less acceptable to most drivers. Based on the unsignalized capacity analyses (analysis worksheets can be found in Appendix F), no change in LOS for any traffic movement will occur as a result of the site generated traffic. It was determined that left turning vehicles currently exiting the access driveway experience a LOS E during the peak hours described above and this LOS will remain the same with the addition of the site generated traffic. This indicates that long delay times will be experienced by traffic attempting to enter the Route 5 traffic stream. It is important to note, however, that the level of service may be slightly better due to the gaps in the traffic stream which are created by the signalized intersection to the north (Pleasant Valley Road) and south (Chapel Road) of the site. The capacity analysis technique does not take into account these observed gaps but rather, assumes a random traffic arrival . The main line traffic volumes on Route 5, _ _ 6 MMZ1004A91\91194 Corres. iZ printed on recycled paper FUSS&O'NEILL,INC. however, will experience little or no delay as a result of the new site generated traffic. Sight distances looking north and south at the location of the existing access driveway location are currently in excess of 1,000 feet in both directions. These measured sight lines exceed the required sight distances as set forth in CTDOT's "Guidelines for Highway Design" (January, 1990) . Accident records for the past three years were obtained from the Connecticut Department of Transportation in order to determine if there was any significant incidence of accidents on the adjacent Route 5 roadway segment in the vicinity of the site. Within the time frame studied, no significant accident patterns were observed. Since there is no current circumstance resulting in an accident problem, the addition of the site generated traffic should not cause a change in accident frequencies. Based upon the above analyses, it is the professional opinion of Fuss & O'Neill, Inc. that the introduction of traffic generated by the proposed development will not disrupt the continuity of traffic flow on the adjacent roadway system. Existing roadway conditions will be sufficient to provide safe and efficient travel for the traffic in the area. During peak hours, traffic utilizing the proposed development may experience long delay times exiting the site. However, this situation is similar to other establishments along Route 5 and no abnormal conditions are expected. Although the site parcel does abut the Chapel Road R.O.W. , there is no need to provide site access to Chapel Road at this time. However, a driveway access to Chapel Road is feasible should future Route 5 traffic conditions limit the present driveway operations. III. SANITARY REPORT A. INTRODUCTION The Podunk Earth Products Recycling Center is proposed to be located on a parcel of land east of U.S. Route 5 between Pleasant Valley and Chapel Roads in South Windsor, Connecticut. A small office building will be - 7 - MMZ1004A91\91194 Corres. printed on recycled paper FUSS&O'NELL.WC. located in the southwest portion of the developed site. It is expected that five personnel will utilize the sanitary facilities . in this building . An individual sanitary sewer system has been designed for this facility and this sanitary report has been prepared pursuant to Section 4.13.5 of the Town of South Windsor Zoning Regulations. B. NATURE OF SURROUNDING AREA The area surrounding the proposed facility has been designated as an Industrial Zone by the Town Zoning Commission. In general, this a mixed use area with commercial and industrial facilities along the roads to the north, south and west and a multi-family housing development to the east. C. SITE DRAINAGE The major draina a feature in this area is the Podunk ver. The river is located at or near the northern oundary of this site. The site is-characterized by the_ oo _p_ain : 4t- dunk�--via glands. The river flows towards the west and eventually discharges into the Connecticut River. The 100 year flood elevation of the Podunk River ranges from -to __41 feet on-site. The proposed sanitary sewer system will be located approximately 5001 south of the Podunk River and will be above the 100 year flood elevation. Development of the proposed earth recycling center will include the construction of drainage swales around the non-marketable clean fill land form.Stor-m water will flow to a sedimentation a en ion basin to a ed --approximately ee nort eas o he proposed sanitary sewer system. Proposed site development plans are provided. D. SUBSURFACE CONDITIONS Subsurface conditions in the area of the proposed sanitary system are characterized by the geologic profiles of test borings B-7 through B-10 . In general, ten to fifteen feet o_f medium to very fine sand overlie__rsl brown/gray varved silt a-n3 clay deposits. These varved deposits are approximately 50 ee thick. Till and bedrock, respectively, underlie - - 8 MMz1004A91\91194 Corres. printed on recycled paper FUSS&O'NELLANC. this silt and clay layer. These geologic profiles have been included as Appendix B of this report. E. PROPOSED DEVELOPMENT An earth products recycling facility has been proposed for construction on this site. Typical operations to be performed will include : rock crushing, soil screening, stump rindin wood chi 1 o non-marketable clean fill. A 20' x 20' office will be constructed in the southwest portion of the site. This office will be equipped with sanitary facilities and a subsurface disposal system. An 80' x 60' wood processing building is also proposed. F. PROPOSED DISPOSAL SYSTEM The sanitary sewage disposal system was designed based upon the data obtained during the percolation tests and a sewage generation rate of 25 gallons per person per day (GPD/cap) for factories. This information was obtained from Technical Standards. The basis of the system design is included in Appendix B. The sanitary sewage disposal facilities shall consist of three components: the septic tank, the leaching trench and the appropriate pipe connections. Sewage will exist the building via a Schedule 40 PVC pipe to a 1000 gallon, two compartment septic tank. This tank will be located 15 feet north of the building and will be covered by at least 12 inches of soil. The septic tank will have a design loading of HS20. Leachate will exit the septic tank via a sloped Schedule 40 PVC pipe to the leaching trench. This solid pipe will be 10 feet long. The leaching trench will consist of a 24 feet long perforated pipe surrounded by 1" broken stone or screened gravel. This trench will be 3 feet wide. The stone will be covered by non-woven filter fabric and at least 8 inches of cover soil. The details of the subsurface disposal distribution system are shown on Sheet No. SDD 1. G. SPECIAL PRECAUTIONS No potable water supply wells will be located within 150 feet of this sanitary disposal system. The system - 9 - MMZ1004A91\91194 Corres. J printed on recycled paper PUSS&O'NEILLANC. will be more than 150 feet from the site property line and the proposed on-site water supply well. H. CONCLUSION Based on the results of subsurface borings and percolation tests, this area is considered suitable for the installation of the individual sanitary sewage disposal system described in this report and shown in detail on Sheet No. SDD1. Site activities should not influence performance of this system. The system should not influence the Podunk River or site bedrock. A minimum of 150 feet will separate this sanitary sewer system from all potable water supply wells. IV. STORMWATER MANAGEMENT The permanent storm water management plan for the proposed Podunk Earth Products Recycling Center features a sediment removal and detention basin. Peak flow for all d sSgn s orms; year, 10 year, 25 year, 50 year and 100 year are reduced due to the detention capabilities of the basin. In addition, the basin was designed to be effective in settling erosion sediments of course _sand fzne-san-d nd silt. Stormwater computations are included as Appendix C of this report. V SEDIMENT AND EROSION CONTROL MEASURES Construction Schedule General A. It is estimated that the proposed activities at the site will begin in 1992. The actual construction schedule is dependent upon the approval process of the reviewing agencies. B. Install near the site entrance. Any material that is tracked onto pavement shall be swept as often as required. C. Place ha bales and r silt fencing along the yermeter of the parcel as. shown on plan or where directed by - 10 - MMZ1004A91\91194 Corres. 1 printed on recycled paper PUSS&O'WERLANC. Engineer. (Maintain or replace as required throughout construction and and operating period. ) Prepare stock pile_ area and surround with haybales and/or salt f cen e. D. Install sedimentati as shown on plans. Seed all disturbe s and tabilize the disturb _ . opes . (Remove sediment from basin as often as required during filling operations, it is intended to utilize the removed sediments as fill) . E. Begin grading, constructing all channels, ditches and culvert as s soon as practical Begin installation of utilities_ and access roads. Install erosion control devices at outfall o _drainage system and place haybales around basins as they are constructed. Temporary seed and mulch all slopes exceeding 4:1 if permanent stabilization is not completed at this time. All other areas not temporarily stabilized shall be protected with haybales and/or silt fence. F. Construction of the building may begin at this time but not before erosion control devices 2 through 4 have been installed. For Access Road Construction G. Prepare subgrade for gravel surface and prepare all adjacent disturbed areas for placing topsoil turf establishment. H. Place gravel surface, topsoil, seed and mulch, and landscaping for screening. I. Remove all temporary erosion control devices only after all gravel areas have been graded and/or grass has been well established and the site has been inspected and approved by the Town, if required. For Filling Operations J. Within one ( 1 ) month after any portion of the final slopes, is completed, or as soon thereafter as weather permits, vegetation will be established on such cover for the purpose of permanently stabilizing such cover and preventing erosion by wind or water. MMZ1004A91\91194 Corres. is printed on recycled paper FUSS&O'NEILLJNC. K. If weather conditions preclude the immediate seeding of vegetation on the final cover, the facility operator shall utilize mulch to temporarily stabilize the final cover . As soon as weather permits, vegetation shall be seeded. L. Sequential filling for the four�h areas shall be followed as shown on the plans. Compaction shall be performed between each lift. Erosion & Sediment Control Notes (E&SC) A. All erosion and sediment control measures will be constructed in accordance with the standards and specifications of the "Guidelines for Soil Erosion and Sediment Control" by the Connecticut Council on Soil and Water Conservation (as amended 1988) . Referred to hereinafter as the "Connecticut Guidelines" . B. Erosion and sediment control measures will be installed prior to construction and operations. See ' construction schedule. C. Land disturbance will be kept to the minimum feasible within t e p an;—res a i ization will be scheduled as soon as practical. Filling in each phase area shall be completed to the extent practical be ore filling of the next p ase area commences. f_ iD. Seeding mixture for finished grassed area will be as follows: Kentucky Bluegrass 45%, Creeping Red Fescue 45%-, Perennial Ryegrass 10%. Seed to be applied at a rate of 4 lbs . /1000 square feet. Planting seasons shall be April 1 to June 1 and August 15 to September 15. (Alternate seed mixes which conform to E&SC Note 1 may be utilized) . E. Seeding mixture for sediment basins will be as foIIows: Creeping Red Fescue 45%-, Redtop 10%, Tall Fescue 45%. Seed to be applied at a rate of 2 lbs. /1000 square feet. Planting seasons shall be April 1 to June 1 and August 15 to September 15. (Alternate seed mixes which conform to E&SC Note 1 may be utilized) . F. Areas to be disturbed for more than thirty (30) days before finished grading and seeding outside of - 12 - MMZ1004A91\91194 Corres. 1 printed on recycled paper FUSS&aNEILL,INC. planting seasons shall receive a hay mulch, free of course matter, applied at a rate of 70-90 lbs./1000 square feet. G. Haybales and/or fabric filters (silt fence) referred to collectively as sediment control systems (SCS) will be installed at all culvert outlets and along the toe of all cut and fill slopes greater than 4 to 1. Where erosion control measures are to be utilized for more than sixty (60) days, silt fence shall be use n ieu o ay a I es H. Stockpiles of soil shall be surrounded by a sediment bare er. Soil stockpiles to be left bare for more than fifteen ( 15 ) days shall be stabilized with temporary vegetation or mulch. If soil stockpiles are to remain for more than sixty (60) days, silt fence shall be used in place of haybales. Side slopes shall no�eed_2.-l. I. Catch basins and stormwater inlets will be protected by SCS as shown on the plans throughout the construction period and until all disturbed areas are thoroughly stabilized. J. All control measures will be maintained or replaced during the construction period, as necessary or ordered by the Town of South Windsor, the State of Connecticut, the owner or their agents. See Note 14. K. Additional control measures will be installed during the construction period if required, or ordered by agents of the Town of South Windsor, the State of Connecticut or the owner. L. Sediment removed from control structures will be disposed of in a manner which is consistent with the intent of the plan. The removed sediments may be placed and stabilized in the stockpile of cover material. M. The facility operator will be assigned the responsibility for implementing this erosion and sediment control plan. This responsibility includes the installation and maintenance of control measures, informing all parties engaged on the site of the requirements and objectives of the plan and notifying - 13 - MMZ1004A91\91194 Corres. tprinted on recycled paper FUSS&aNEILL,WC. the Planning Department, Town of South Windsor, or the proper Town agency of any transfer of this responsibility. The Owner shall be responsible for conveying a copy of the Erosion and Sediment Control Plan if the title to the land is transferred. N. Sediment Control System (SCS) Maintenance 1. The SCS shall be inspected immediately after each significant rainfall and at least daily during prolonged rainfall. Any required repairs shall be made as soon as possible. 2. Should the SCS decompose or become ineffective prior to the end of its expected usable life and the SCS still is necessary, the SCS shall be replaced promptly. 3. Sediment deposits shall be removed when they reach approximately one-half the height of the SCS. 4. Any sediment deposits remaining in place after the SCS is no longer required shall be dressed to conform to the existing grade, prepared and seeded. VI. PODUNK RIVER FLOOD ZONE A portion of 1-hp- site falls within the 100 year (one percent annual chance) flood zone of the Podunk River. A flood event with a one percent annual chance of occurring is referred to as the base flood. The water surface for the base flood on the site is approximately . 5 NGVD between the railroad and the cross culvert on site. Upstream of the cross cul�rt the base flood elevation raises to approximate) 42.6� thus, the cross culvert acts to restrict the flow of water. No activities within Peak runoff from the site to the Podunk River_ wi dPGreasee for the base flood event. Therefore, the project will not significantly effect t e flooding of the Podunk River. - 14 - MMZ1004A91\91194 Corres. it printed on recycled paper FUSS&O'NEILLANC. a 1 W ' i3 PROJECT LOCATIONus V �r ,1 W INDSOR �...__/ SOUTH � - - -- - - - -- -- - ------ --- --- - --- � :4-:= -:; WIN DSOR / J Vq 4 �< r �CET l 01 W I 1 / fHAI pe, f / J PRpPp I- MANCHESTER ��• _� URNHpM � 4 ) EAST HARTFORD Ac GppO STRl;E, \�r�oll HARTFORD 2= l0k V `� J ��s GpN�p\�� Av •6_�\ wES /I//�PK. T 9 � • FIGURE NO. I- I tr / FUSSMMEILL MANCHESTER. CONNECTICUT LOCATION MAP p9 sA PUDUNK EARTH PRODUCTS 1 RECYCLING CENTER CHAPEL ROAD SO. WINDSOR CT. PRo./-Mo. 91-194 DATE MAY 1991 SCALE:I"m 2000 r r $�T PROJECT �gccFY LOCATION r h PODUNK RIVER RQ4� r r 1 .. r 91 A 0 r - r \�R \gyp O v P ti r pR �S r 2 r ,=2 TOWN LINE -- SOUTH W �� STREET EAST HARTFORD O RN14AM FIGURE N0. I-2 250FUSSUML MANCNESTER, CONNECTICUT AREA MAP PUDUNK EARTH PRODUCTS RECYCLING CENTER CHAPEL ROAD 30. WINDSOR CT. rROJ N( 91-194 DATE MAY 1991 SCALE-I°= 1000' i t A.M. PEAK HOUR T w 7 : 00 — 8 : 00 A.M_ l t2 a 5 e— 7 1 L. r SITE ACCESS DRIVEWAY co M 0 co W P.M. PEAK HOUR N 4 : 15 — 5 : 15 P-.M. co to 1 t11 4-30 19 SITE ACCESS DRIVEWAY T 0 a t ,o FIGURE NO. II-1 uj .l�T1n FUSS&O'NEILL MANCHESTER. CONNECTICUT 1992 EXTERNAL TRAFFIC VOLUMES PODUNK EARTH PRODUCTS RECYCLING CENTER SOUTH WINDSOR CONNECTICUT NO- TO SCALE PROD- NO 91-194 DATE JUNE 1991 CMECKEO BY 4w r t A.M. PEAK HOUR T N 7 : 00 - 8 : 00 A.M. M r 1 r t2 1 M .-7 L, r5 SITE ACCESS DRIVEWAY co cr r �W r rP.M. PEAK HOUR N 4 : 15 - 5 : 15 P.M. r r - 1 r t2 4-8 j I* rs SITE ACCESS r DRIVEWAY t � r M 1 M ,o FIGURE NO. 1I-2 �j g FUSS&O'NEILL D MANCHESTER. CONNECTICUT SITE GENERATED TRAFFIC PODUNK EARTH PRODUCTS RECYCLING CENTER SOUTH WINDSOR CONNECTICUT NOT TO SCALE PROD. N0.91-194 DATE JUNE 1991 CHECKEC or ' L N A.M. PEAK HOUR T 7 : 00 - 8 : 00 A.M. N ' N 1 9 t 4 a� � IF,o .-14 SITE ACCESS 1 I-' DRIVEWAY c N co i co w 1 0 ' P.M. PEAK HOUR N 4 : 15 - 5 : 15P.M. o� 1 ' m L 13 � 4--38 1 �' r25 SITE ACCESS T r' DRIVEWAY o = h to FIGURE NO. II-3 � FUSS&O'NEILL > : MANCHESTER, CONNECTICUT 1992 COMBINED TRAFFIC VOLUMES PODUN K EARTH PRODUCTS RECYCLING CENTER SOUTH WINDSOR CONNECTICUT NOT TO SCALE PROD- NO.91-194 DATE JUNE 1991 CNECKEC BY: r r r r r r APPENDIX A ' TOWN CHECK LIST r 1 i 1 r r r i r r rMMZ1004A91\91194 r i 1 r APPENDIX B SUBSURFACE INVESTIGATION DATA FOR SEWAGE WASTE DISPOSAL 1. GEOLOGIC PROFILES 2. PERC TEST 3. DEEP TEST 4. BASIS OF DESIGN r r r r MMZ10041191191194 r GEOLOGIC PROFILES PROPOSED CHAPEL INDUSTRIAL PARK SOUTH WINDSOR , CT. B-7 B-8 ELEV.64.5' ELEV. 63.5 DARK BROWN SILT LOAM .•'::. • YELLOW BROWN MED- V.F. SAND GRADING TO YELLOW " GRADING TO ORANGE BROWN BROWN AND TAN MED.- 53 ` MED. V.F. SAND r t.-• V.F. SAND _ - 51.5 RED BROWN/GRAY VARVED RED BROWN/GRAY VARVED SILT AND CLAY -- SILT AND CLAY - - 33 32 BOTTOM OF BOTTOM OF BORING BORING B-g B-10 ELEV. 6 5.0 ELEV. 63.0' DAP.K BROWN SILT LOAM DARK BROWN SILT LOAM GRADING . GRADING TO TAN FRIABLE TO FRIBLE ORANGE AND TAN MED. V.F. F. SAND GRADING V.F. SAND '� TO TAN MED.'V.F. SAND 50 _ RED-BROWN/ GRAY VARVED SILT AND CLAY 31.5 RED -BROWN/GRAY BOTTOM OF VARVED SILT AND BORING CLAY -3 RED-BROWN SAND AND ;f>5 lo�dSILTY COMPACT TILL ..REFUSAL i FUSS&O'FNEILL PROD. OPERFORMED BY. C.lt cor�sulting engine�efs - moo MANCHESTER , CONNECTICUT DATE CHECKED BY- %�- PROJECT NAME c3o i ifc ��L s w�r✓�so� DEEP TEST DE PTH FROM TO SOIL DESCRIPTION TDI�SD/L DEPTH TO LEDGE A/OitJ DEPTH TO MOTTLING DEPTH TO ROOTS DEPTH TO WATER ' COMMENTS: o(!D &-RK- ,60TTOM D F Tiiyl- /S/f f�t/r l`�OTl4l�r/lr LOCATION: SEE e,-& Try-r S/�FEi LOCATION SKETCH BASIS OF DESIGN 1. 5 PERSONS AT 25 GPD PER PERSON 5 X 25 = 125 GPD 2. 0.5 MINUTES/INCH PERCOLATION RATE 3. 2.0 GALLONS/DAY PER SQUARE FOOT OF EFFECTIVE LEACHING AREA (SEWAGE APPLICATION RATE, FROM TABLE 8, TECH. STANDARDS) 4. 125 GALLONS/DAY 2 GALLONS/DAY SQUARE FOOT = 62.5 SQUARE FEET LEACHING AREA LEACHING AREA - REQUIRED 5. USE 24' OF 3 ' WIDE TRENCH EFFECTIVE AREA = 24' X 3 ' 72 SQUARE FEET 72 SQUARE FEET > 62. 5 SQUARE FEET OK MMZ0602A91\91194 PR1" Fi a USS&O NEILLcomAtrg engineers PERFORMED 8Y:1� MANCHESTER , CONNECTICUT DATE' CHECKED BY, MM Z PROJECT NAME ������ p s �''L 9x s DEEP TEST * X// #� DEPTH FROM TO SOIL DESCRIPTION A -0 To DEPTH TO LEDGE DEPTH TO MOTTLING /1i ⋘= DEPTH TO ROOTS - e DEPTH TO WATER DA/ COMMENTS: lit/ A�zG/> fit Z- t LOCATION: �Esi LOCATION SKETCH �I APPENDIX C STORMWATER COMPUTATIONS I, MMZ1004A91\91194 PODUNK EARTH PRODUCTS PROCESSING CENTER July 1991 DRAINAGE COMPUTATIONS The following drainage computations are based on the methods of the Connecticut Department of Transportations Drainage Manual, the United States Soil Conservation Service (SCS ) and the "rational method" for determining storm water runoff. The SCS methodology is found in "Urban Hydrology for Small Watersheds 2nd Edition ( Technical Release Number 55 ) " , ( TR55 ) . The computations of the runoff for the site are results of the DRAINCALC computer program which is based on TR55. The DODSON HYDRAULICS LIBRARY programs for Trapezoidal Channel Analysis and Pipe Culvert Analysis are used to determine the normal depths and velocities for the drainage system design. Maximum depths for channel linings are taken from SCS publications as well as the Federal Highway Administration publication "Design of Stable Channels with Flexible Linings - Hydraulic Engineering Circular No. 15" (HEC 15) . The 10-year storm was used as a bases for the sizing of channels and pipe culverts. The computations estimate the peak storm water runoff from the proposed developed area for both present and developed conditions . The existing and proposed peak runoffs for a 2-year, 10-year, 25-year, 50-year and 100-year storm are computed. Page Description 1 Drainage Area 2 TR55 Input Summary 3 Basin Data 4 Channel and Pipe Summary 5-10 Channel and Pipe Analyses 11-18 Runoff Curve Nos. for Subcatchments 19-26 Times of Concentration 27 Rainfall Frequency Values 28 Max. Flow Depths for Rock Lined Channels DCI-DC7 Draincalc Present Conditions DC8-DC21 Draincalc Developed Conditions with Detention Computations for Developed Conditions DC22 Summary of Present and Developed Flows MMZ0715A91191194 FUSS&O'NEILL PREPARED DATE CHECKED DATE PROJECT NO. O consulting engineers BY til25hl BY MMz / 0 E-A Vie, `�►-iq� 8o'f�iC� Ip - sc)u+k Win85co►- GAapel Kd , fRtes SHEEf NO. of tj r — i Cie % O_d R � • ; . .l- �i.r .irarzX r i �✓1 L }' Z3Z �p QY rF+,� y e -a,�-d �tC�e 1 ' 1 f, i -•- -+ [- f +_ jec i .. -t t- } x - ` } - LG� x ' r�� SCG iS�r_d•�1 e �.. i�.34r i v 2. o j tq Ale%fer con+ S� - 14 z _ d k_ ' t } } } } 2 cs- 1 WEILL PREPARED DATE CHECKED DATE PROJECT NO. 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I i �t I..� i:11 j, ilil,+ :;t 'lll II II •'i ;'�I I 1i +;� Z I' 1 ' 'I' :l' :II 'll t'! ,II W I I:I I Iill l l ,I ' Ij ,I ;ijl 1 III! 1 1 IIII� Ij! 'li; i'1 !II Ian I i. il 't'' ''i il'i !l�l•hl .001Lf 1.0 S 3' 4 5 6 7 8 9 10• — 2 3 a 5 6 7 8 9 l0D r 'Prom Con , o n DO T , Worksheet 2: Runoff curve number and runoff Project c e t By I AZ Date 3 11�0'.I Location o ,2, hacked D`�r Date `Vi a!`? I Circle one: Present Developed 1. Runoff curve number (CN) Soil name Cover description P 1/ Area Product � and of hydrologic (cover type, treatment, and w CN x area group hydrologic condition; 1 v1 Macres percent impervious; d a N ❑mil unconnected/connected impervious a ao a; Q% (appendix A) area ratio) 4 w w Wndso►- 1no�u5fY�at� �v,l�.,n�r ,C�r�Ye (5 a+b 3, 2- 2.5� Q l�� � O P 2.V� 5��C.Q, ��r' 41 Icy P,+ p 1/ Use only one 04 source per line. Totals - ? 7 7 S CN (freighted) - total product � �5 . 7 Cj,2 Use CN - 1 S total area 103 2. Runoff Storm 01 Storm /2 Storm #3 Frequency .............................. yr Rainfall, P (24-hoar) in Runoff, Q .............................. in (Use P and CN with table 2-1, fig. 2-1, or eqs. 2-3 and 2-4.) See �CC�t nCo:�C D-2 (210-VI•TR-55, Second Ed.,June 1886) �3 Worksheet 2: Runoff curve number and runoff Project - Ba4'ti c e-1 (o w i✓tcl.5o r By f"�M z Date 5`13 Location o- kChecked Q-�4 Date Circle one: Prese Developed 1. Runoff curve number (CN) Soil name Cover description Area and CN 1/ Product of hydrologic (cover type, treatment, and er x area group hydrologic condition; A i' vi ❑acres percent impervious; O CImi2 unconnected/connected impervious ao cnx (appendix A) area ratio) a w bd � o 0 1/ Use only one Of source per line. Totals - CN (weighted) total product total area - ' _� Use CN - 2. Runoff Storm t1 Storm /2 Storm #3 Frequency .............................. yr Rainfall, P (24-hour) .................. in Runoff, Q ..........0..............0.... in (Use P and CN with table 2-1, fig. 2-19 or eqs. 2-3 and 2-4.) �e Doc (n ca ( C D-2 WO-VI-TR-55, Second Ed.,June 1956) Worksheet 2: Runoff curve number and runoff Project Ito S, (/U!h( oe' By M Z Date Location Checked DfAr Date /5/q i Circle one: Present Developed 1. Runoff curve number (CN) Soil name and Cover description 1/ Area Product C— of hydrologic (cover type, treatment, and w CN x area group hydrologic condition; r, i' 1 acres percent impervious; m N NBmi2 unconnected/connected impervious ;a0% (appendix A) area ratio) w W;ndso LU�cre,fe- A u5- �a Z%off p Q.v� 1/ Use only one CN source per line. Totals • CN (weighted) . total product Use CN total area � 2. Runoff Storm /1 Storm 12 Storm 03 Frequency .............................. yr \`\ t Rainfall, P (24-hour).................. in Runoff, Q ...0.0.0..0....0.............. in (Use P and CN with table 2-1, fig. 2-1, or eqs. 2-3 and 2-4.) D-2 (210-VI-TR•55, Second Ed.,June 1986) Worksheet 2: Runoff curve number and runoff Project �� j G�I(0 S . Wi rld SO r By M z Date S 13 Location Mc, • 2- Checked Oc ar Date Circle one: Present Developed 1. Runoff curve number (CN) Soil name Cover description 11 Area Product and � of hydrologic (cover type, treatment, and ev CN x area group hydrologic condition; 1 "i Wacres percent impervious; d N ❑mil unconnected/connected impervious .0 m ❑% (appendix A) area ratio) E= w w �'1��✓�Sc>r A u-s "r n5 0.-tb ramie l dr,v�, 8 3,2, Z,S w"rd�r A l�a��-r;�,l - ctr.��. , s-�,�,��ye g� 2 ,3 I�6 d) F111 3 l;i-tfe. or hov�Ir- - � a 55(lme � - worse C0 e g� 4,9 413 1/ Use only one CN source per line. Totals - I �•3 S g t gS� CN (Weighted) total product total area ' g Use CN ' g 3 1p�3 2. Runoff Storm fl Storm #2 Storm P3 Frequency yr t Rainfall, P (24-hour) in Runoff, Q ............. in (Use P and CN vith able 2-I, fig. 2-1, or eqs. 2-3 and 2-4. D.2 (210-VI-TR-55, Second Ed.,June 1986) I�O Worksheet 2: Runoff curve number and runoff Project I -{-'� i C�l c7 S (A),✓tc,So r By l Z Date — � Location N3 0 . 2) Checked 0_ c r} Date '11814 f Circle one: Presen Developed I. Runoff curve number (CN) Soil name Cover description 1/ Area Product and CN.1 of hydrologic (cover type, treatment, and ea CN x area group hydrologic condition; e� i' vi Macres percent impervious; d 13mi2 unconnected/connected impervious a ao % (appendix A) area ratio) 10 w w 1/ Use only, one 0 source per line. Totals - CN (weighted) total product - - Use CN - g� total area 2. Runoff , Storm /1 Storm 12 Storm #3 Frequency .............................. yr Rainfall, P (24-hour) .................. in Runoff, Q ..........0................... in (Use P and CN with table 2-1, fig. 2-1, or eqs. 2-3 and 2-4.) D 2 (210-VI-TR-S, Second Ed,June 1986) Worksheet 2: Runoff curve number and runoff Project YV 'i\dsy r By Z Date l3 Q t Location . 4 Checked o„ C A Date _ Slq Circle one: Present Developed 1 Runoff curve number (CN) Soil name Cover description Area Product and cm of hydrologic (cover type, treatment, and N CN x area group hydrologic condition; N N Nacres percent impervious; v m1- unconnected/connected impervious 9.4 eo m Q x (appendix A) area ratio) 0 w w Yi 1/ Use only one CN source per line. Totals - -3 CN (weighted) - total product - b g total area g� ' Use CN - 2. Runoff . Storm /1 Storm !2 Storm I3 Frequency .............................. yr } Rainfall, P (24-hour) in Runoff, Q 0......0..................0... in i (Use P and CN with table 2-1, fig. 2-1, or eqs. 2-3 and 2-4.) D-2 (210-VI•TR-.%, Second Ed.,June'1986) . 18 Worksheet 2: Runoff curve number and runoff Project !J O �}'�c Q 5 �1 SO(� BY M{NI z Date I (3 Location I V • J Checked _ C A Date ,/_ 161 q'I Circle one: Present Developed 1 . Runoff curve number (CN) Soil name Cover description Area Product and CN 1/ hydrologic of g (cover type, treatment, and N CNx area group hydrologic condition; e� i' v1 ❑acres percent impervious; d ❑mil unconnected/connected impervious .0 eo eo �X (appendix A) area ratio) N w w Wt n 1 �d,r 1�d�s� ,al re�ri.� all ( oc7 1/ Use only one CN source per line. Totals CN (weighted) - total product Use CN total area ' 2. Runoff Storm /1 Storm P2 Storm #3 Frequency .............................. yr Rainfall, P (24-hour) in ' Runoff, Q .............................. in (Use P and CN with table 2-1, fig. 2-1, or eqs. 2-3 and 2-4.) D-2 Cllo-VI-TR-,%, Second Ed.,June 1986) 19 Worksheet 3: Time of concentration (Tc) or travel time at) Project By Z Date 31 ' Loeatioa IV 0 2 Checked 0 CA Date /I 6/`1 t circle one: Presen Developed ' Circle one: Tc Tt through subarea NOUS: Space for as many as two segments per flow type can be used for each worksheet. Include a sap, schematic, or description of flow segments. Sheet flow (Applicable to Tc only) Segment ID 1. Surface description (table 3-1) ............ SM o 0'1 2. Manning's roughness coeff., n (table 3-1) .. '011 3. Flow length, L (total L < 300 ft) .......... ft 2 00 4. Two-rr 24-hr rainfall, P2 .................. in 3.Z S. Land slope, s .............................. ft/ft COI 0007 OL)o.8 013 hr + • O�{6 6. Tt . 0.5 0.4 Compute Tt ...... P2 a ,Z Shallow concentrated flow Segment ID Z 7. Surface description (paved or unpaved) ..... V V�P& 8. Flow length, L ............................. ft 12�0 6� 3$ so <ZzC,) 9. Watercourse slope, a ....................... ft/ft 10. Average velocity, v (figure 3-1) ........... ft/s 11. T . L Compute T ...... hr 1� + t 3600.V t Channel flow Segment ID , 12. Cross sectional flow area, a ............... ft2 13. Matted perimeter, pw ....................... ft I 14. Hydraulic radius, r • p= Compute r ....... ft w 15. Channel slope, s ........................... ft/ft 16. Manning's roughness coeff., n .............. 1.49 r2/3 s1/2 17. V • n Compute V ....... We ..• 18. Flow length, L ............................. .ft L Compute T ..... •hr + • 19. Tt • 3600 V t • 20. Uatershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19) ..r.... hr 7 • c 10-VI TR-W second Ea.,June 19E6) D-3 a. Worksheet 3: Time of concentration (Tc) or travel time (Tt) Project gof1-we110 S. IN, ndSov- $ tM y IMZ Date S !3 Location o•3 Checked fl E A, Date circle one: went Developed circle one: Tc Tt through subarea WM: Space for as many as two segments per flow type can be used for each worksheet. Include a sap, schematic, or description of flow segments. Sheet flow (Applicable to'Tc only) Segment ID • C�duS�S1 1. Surface description (table 3-1) 2. Maming•s roughness coeff., a (table 3-1) 3. Flow length, L (total L < 300 ft) ft 1 0 4. Two-yr 24-hr rainfall, P2 .................. in 3 Z 5. Land slope, s .............................. ft/ft r/ 6. T . 0.007 (nL)0.8 ,O(, Compute T ...... hr + b t P2 .5 a0.4 t Shallow concentrated flow tit Segment ID Z' 7. Surface description (paved or unpaved) ..... v 8. Flow length, L ............................. ft 146-3g g1900 OOq/ 9. Watercourse slope, a ....................... ft/ft 10. Average velocity, V (figure 3-1) ft/s 11. T a L Compute Tt ...... hr � ,�o + � t W.V Channel flow Segment ID 12. Cross sectional flow area, a ............... ft2 13. Wetted perimeter, pw ....................... ft I 14. Hydraulic radius, r pa compute r ....... ft w 15. Channel slope, s ........................... ft/ft 16. Manning's roughness coeff., n .............. 1.49 r2/3 21/2 17. V a Compute V 0...... ft/s 18. Flow length, L ............................. ft L + 19. Tt - 3600 V Compute Tt ...... .hr E: 20. Hatershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19) ....... hr Z y t (Zl0•v1-TR-W Second Ed.,June i9W D-3 e AM Worksheet 3: Time of concentration (Tc) or travel time (Tt) Project b6�f {'tC.e��6 S•Vfiej56r By JV�OA Z Date S 13 11 Location No 4 checked o e A, Date Circle one: Present Developed ' Circle one: ?c Tt through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a sap, schematic, or description of flow segments. Sheet flow (Applicable to T. only) Segment ID w forf- 1. Surface description (table 3-1) 2. Nanning's roughness coeff., n (table 3-1) .. A 5 3. Plow length, L (total L < 300 ft) .......... ft go 4. Two-yr 24—hr rainfall, P2 ..........0....... in 312. 5. Land slope, s .......0...................... ft/ft .03 6. ? . 0.007 (nQ0.8 Compute T ...... hr '� t + ©� ' t P 0.5 s0.4 t p 2 Shallow concentrated flow Segment ID 1 7. Surface description (paved or unpaved) ..... U v� 8. Flow length, L ............................. ft 2-0 9. Watercourse slope, s ft/ft S 10. Average velocity, V (figure 3-1) ft/s S 11. ?t ' 3600-V Compute. Tt ...... hr 04 Channel flow Segment ID , ' 12. Cross sectional flow area, a ............... ft2 13. Wetted perimeter, pw ...6..........0........ ft 14. Hydraulic radius, r _ P Compute r ....... ft w ' 15. Channel slope, s ft/ft 16. Manning's roughness coeff., a .............. 149 r s 2/3 1/2 17. V . n Compute V ....... ft/s 18. Plow length, L ..................0.......... ft 19. Tt 0 3600 V Compute Tt ...... .hr + 209. Watershed or subarea Tc or Tt (add Tt in steps 6. 11. and 19) ....... hr E,7-7 M10-W-M,55, Second Ed.,Jane MM v d= c�enf-- or �Z. . Worksheet 3: Time of concentration (Tc) or travel time (Tt) ' 6 Project o`�'{``t,,C2110 (/\J �rl5or By M Z Date t0catLon N o Checked Date Circle one: Preseat Developed ' Circle one: Tc Tt through subarea 110M: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic, or description of flow segments. ' Sheet flow (Applicable to Tc only) Segment ID 1. Surface description (table 3-1) ............ C-bt'CA 2. Manning's roughness coeff., a (table 3-1) 3. Flow length, L (total L ( 300 ft) .......... ft � i. Two-yr 26-hr rainfall, P2 .................. in 3.Z S. Land slope, s .............................. ft/ft D1 6. T . 0.007 (nL)0.8 Compute T ...... hr U 55 + -�sSrS t P 0.5 a0.4 t 2 Shallow concentrated flow Segment ID 7. Surface description (paved or unpaved) ..... B. Flow length, L ............................. ft 9. Watercourse slope, a ....................... ft/ft 20 10. Average velocity, V (figure 3-1) ........... ft/s � p 11. Tt - 3600.V Compute Tt ...... hr nD=J$ + •�05 V Channel flow Segment ID 12. Cross sectional flow area, a ............... ft2 13. Netted perimeter, pw ....................... ft r - 16. Hydraulic radius, r -i p Compute r ....... ft w 15. Channel slope, s ........................... ft/ft 16. Mannings roughness coeff., n .............. 1.49 r2/3 s1/2 17. V a n Compute V ....... ft/s .. 18. now length, L ............................. oft 19. Tt a 3600 V Compute Tt ...... ,hr + 20. Watershed or subarea T. or Tt (add Tt in steps 6, 11. and 19) .owes.. hr u 6 VSQ b M �,n� a10-vi-Txx55,second Ea.,June � ' Worksheet 3: Time of concentration (Tc) or travel time (Tt) Project �30 \\ 0 5, vJ,r,d S�,Y By M ti'l Z. Date Location �- Z Checked 0 E/* Dates - circle one: Present Developed ' circle one: Tc Tt through subarea MOTES: Space for as many as two segments per flow type can be used for each ' worksheet. Include a map, schematic, or description of flow segseats. ' Shee_ t flow (Applicable to Tc only) Segment ID 1. Surface description (table 3-1) ............ 5U o N 2. Manning's roughness coeff., n (table 3-1) .. r0N1 3. Plow length, L (total L < 300 ft) .......... ft ?-0 0 4. Two yr 24-hr rainfall, P2 .................. in 3, 2. 5. land slope, a .............................. ft/ft D 6. T 0.007 (nL)O.g + Compute Tt ...... hr t P2 0.5 s0.4 Shallow concentrated flow Segment ID II 7. Surface description (paved or unpaved) ..... UnP0.�es� S. now length, L ....................... ft 10 11� 0 /fir 9. Watercourse slope, a ....................... ft/ft 10. Average velocity, V (figure 3-1) ........... ft/s FTr: 11. Tt _ 3600.V Compote•Tt ...... hr ID 1 Z Channel flow Segment ID , ' 12. Cross sectional flow area, a ............... ft2 13. betted perimeter, pw ........................ ft 14. Hydraulic radius, r - p, Compute r ....... ft w ' 15. Channel slope, s ..........................0 ft/ft 16. Manning's roughness eoeff., n .............. ' 2/3 1/2 trial ' �. rj�lS 17 V = 1.49 r s Compute V ....... ft/s n 16. Flow length, L ............................. ft 7 01L) 19. Tt a 3600 V Compute Tt ...... .hr 0 ` + • 20. Uatershed or subarea Tc or Tt (add Tt in steps 6. 11. and 19) ....... hr ' (zlavi-TR-55,Second Ed.,June 19Ss) T e • Worksheet 3: Time of concentration (Tc) or travel time (Tt) Project �o`f� <cel�O S' InitndS6Y By MMZ Date S �3 9i ' LoeatiAa N o Checked Q_ c.A- Date (�8�a i Circle one: Present vel ' Circle one: Tc Tt through subarea MOTES: Space for as way as two segments per flow type can be used for each worksheet. Zaclude a map, schematic, or description of flow segments- Sheet _ flow (Applicable to Tc only) Segment ID 1. Surface description (table 3-1) r2 S 2. Manning's roughness coeff., n (table 3-1) 3. Plow length, L (total L < 300 ft) ft X501 4. Tvo-yr 24-hr rainfall, P2 .................. is S. Land slope, s .....................0....0... ft/ft ' 6. T . 0.007 (W O'8 Compute T ...... hr ��3 2 +s P 0.5 s0. t 2 Shallow concentrated flow Segment ID ' 7. Surface description (paved or unpaved) S. Plow length, L ............................. ft ' 9. Watercourse slope, a ....................... ft/ft 10. Average velocity, V (figure 3-1) ft/2 11. Tt 3600.V Compute Tt ...... hr + Channel flow Segment ID , ' 12. Cross sectional flow area, a ............... ft2 13. Wetted perimeter, pw j 14. Hydraulic radius, r - pt Compute r ...•... ft w 15. Channel slope, s ft/ft 16. Manning's roughness coeff., n .............. 2/3 1/2 Dcss`"`�� 5' 17. V . 1.49. ra $ Compute V ....... ft/s .., la. Flow length, L ............................. ,ft C) 19. Tt 3600 V Compute Tt ...... hr + 7 20. Watershed or subarea Tc or Tt (add Thin steps 6, 11, and 19) ..r.... hr (210-Vi-TR4%Second Ed.,June WS) V 5 e � van(;A D-3 e .. Worksheet 3: Time of concentration (Tc) or travel time (Tt) Project �� I Le (�o - 5.\J; sd , or By MMz' hate 1 Locatioa N a . 4— Checked p C,+ Vate Circle one: Present Develo Circle one: Tc Tt through subarea /OYES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic, or description of flow segments. Sheet flow (Applicable to Tc only) Segment ID 1. Surface description (table 3-1) ............ 2. Manning's roughness coeff., a (table 3-1) .. 'D(I 3. Flow length, L (total L < 300 ft) ft0 4. Two-yr 24-hr rainfall, PZ in 3 S. Land slope, s .............................. ft/ft d 6. T . 0.007 (nL)0.8 Compute Tt ...... hr + U3 ' t P2 0.5 a0.4 Shallow concentrated flow Segment ID ' 7. Surface description (paved or unpaved) ..... 8. now length, L ............................. ft ' 9. Watercourse slope, a .....0................. ft/ft 10. Average velocity, V (figure 3-1) ft/s 11. Tt 3600.V Compute Tt ...... hr + Channel flow Segment ID , 12. Cross sectional flow area, a ••••••••••••.•• ft3 ' 13. netted perimeter, pw ....................... ft 14. Sydraulic radius, r pa Compute r ....... ft w 15. Channel slope, s ........................... ft/ft 16. Manning's roughness coeff., A •............• 1.49 r2/3 21/2 ' 17. V • Compare V ....... ft/s a I$. now length, L ............................. ft •19. Tt a hr + 3600 V Compute Tt ...... 20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11. sad 19) ....... br 1 • (210-VI TK-55,Second Ed„June nN v S� (D rh n D-3 t i 1 _ Worksheet 3: Time of concentration (Tc) or travel time (Tt) Project 3D 4-k,,c e-k o� S ��r6 Sow By_ VIN Z Date ' Location N o . S Checked E q Date 8/Ii I E Circle one: Present Developed Circle one: Tc Tt through subarea IN=S: Space for as many as two segments per flow type can be used for each 1 worksheet. Include a sap, schematic, or description of flow segments. Sheet flow (Applicable to Tc only) Segment ID I � i 1. Surface description (table 3-1) ........0... coN-VeIC 2. Manning's roughness coeff.. a (table 3-1) .. 'ol ' 3. Plow length, L (total L < 300 ft) .......... ft 2 rag . _ 4. Two-yr 24-hr rainfall, P2 .................. in 3�2 i 5. Laced slope. s .............................. ft/ft 1 6. T Q.00. (nL)0.8 Compute T ...... hr .UCjS +t P 05 a0.4 t 2 Shallow concentrated flow Segment ID 7. Surface description (paved or unpaved) ..... 8. Plow length, L ............................. ft ' 9. Watercourse slope, a ....................... ft/ft 10. Average velocity. V (figure 3-1) ........... ft/s 11. Tt 3600,V Compute.Tt ...... br ♦ • Channel flow Segment ID , 1 12. Cross sectional flow area. a ............... ft2 13. Wetted perimeter, pw ....................... ft r 14. Hydraulic radius. r • pi Compute r ....... ft w 15. Channel slope, s ft/ft 16. Manning's roughness coeff., a .............. 2/3 1/2 17. V . 1.49 ra s Compute V s.�.�.. ft/s .., 18. Flow length. L ............................. ,ft 4 S� 19. T L Compute T ...... •br Z- + (�T ' t 3600 V t :. 20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19) ....... br . M7 ('210-vI-TR-55,second Ed.,aw a HW V5 �„; ,, D-3 tAM ' 2-35.1 21 RAINFALL FREQUENCY VALUES FOR CT-RI With 24-Hr. Storm Duration Inches of Rainfall FREQUENCY 1-YR. 2-YR. 5-YR. 10-YR. 25-YR. 50-YR. 100-YR. Connecticut Fairfield 2.7 3.3 •4.3 5.0 5.7 6.4 7.2 Hartford 2.6 3.2 4.1 4.7 5.5 6.2 6.9 Litchfield 2.6 3.2 4.1 4.7 5.5 6.2 7.0 Middlesex 2.7 3.3 4.2 5.0 5.6 6.3 7.1 New Haven 2.7 3.3 4.2 5.0 5.6 6.3 7.1 New London 2.7 3.4 4.3 5.0 5.7 6.3 7.1 Tolland .2.6 3.2 4.1 4.8 5.5 6.2 6.9 Windham 2.6 3.2 4.2 4.8 5.5 : 6.2 6.9 Rhode Island Northern 2.7 3.3 4.2 4.8 5.6 6.2 7.0 Eastern 2.7 3.4 4.3 4.9 5.7 6.3 7.1 Southern 2.7 3.4 4.4 5.0 5.8 6.4 7.2 Reference: U.S. Department of Commerce and Weather Bureau . T.P. 40, May 1961 EXHIBIT 2-3.1 CT-RI April 1982 Chart 27 no I IT 10.0 1 10A . �A 0.0 4.6 r =A 2A 1.5 � O 0 1.0 A0 .0.0 IL 0.7 O Ls 0 ' 0.4 o Oda i• �i L2 �. Us �• sow Nu. R'p(ro� oil 22 A3 A4 .06 .Ot 'As b CHANNEL CLO►E.So (R/B.► MAXIMUM PERMISSIBLE DEPTH OF FLOW (d Max) FOR CHANNELS LINED WITH ROCK RIPRAP 56 011#-Od if f 1 - - - I i .— _ } `ram•'/ I Y._ !40Ci! t 1 t t E , I } _ _ j { a { - Oyl ! Of Trvf E —� '� l' � i { 3 K I if v Orr +o C. •oN.L33Hs 7/31N.�� fJ(vIn N�Q� ����j � 9i � VAIn h b I- i b b-GZ•� 2rw�/ AS As S.Ia2UlBuE)buillriSU0o *ON .I.J3f011d 31vcl 43X33H3 3,LVG a3HVd32ld 11131V,0' MOM O OFUSS&O NEILL PREPARED DATE CHECKED DATE PROJECT NO. consulting engineers BY BY SHEET NO. 5U Of — -- -- —- —PN_ ' 1 i - `'�+�r--_ f___- -�—�--. 1i# � c - , GCS 3. 4 C ? � c+�'}[��� !- _Y e-e- Ia6 r t dl 1 i i s 1 1 t Ito -� �-- �-- - f ---� _ _ � -�_-- --+� � �. �--}- �- -5-- --fit--• �_. � C — ! 2lot 14 a y 4d3 ^ G24=`70 I '19t��,BP►�') { 3 < ziol + r10 tj T1 -q 4 0 3 - - - I -- -F FO-#110 nr!. r CC!�FvTE _�";PRESET i. DrTliq�t ? YEA'. RuN.J-R^F tt, Si>BCAT # ADD SUBPAT # 4 ADD SUBCAT # S STORE IN MEMORY ! I ----T'----- Tv�.---'— Ul- nnTa EX:S'i 3 rn� .. }\ itrt! -------------------------- ----------L nt_ 7c PEAK . #= _? f'rs - 4 L ----------~ v. .L -----------------tt--- EXISTING ROLTIN" r'--; -------------------- XISTING MEMORY DV- --------------- ------ - _ . Z y site, DC I -_---_--- a ���t -1 see M M __=--_ _ --------------- �PoLjf, Preswt ----- G"r�d�rKbh,S l0 ,�{.ar rvnoff- ---------- ------- H!ST tiS S IBCATCHMCNT nA.4 `------------------------- 7 C ,s0 . 5 ~�v ` is 14 75 TC= !i PEAK FL€niN= '77 arc RAINFALL= 4.7 :HC-='u SUBCAT # 3 AREA= 5.3 ACRES C,N,'= E4 ,4 ✓ATN—A. Sri il=—_----- sn_ 07 --------------------- --- — ---------------- v:v^ -__-_ ' a subcatchftAts --------------------- .Far t D year S farm ASS=N' WITH SUBCAT 7 -__ S"BCA' # 3 =�- # 4 co n r•. y'.�7 2 C_u.:i iRt? JJLv� --------------------- AuD SUB CA i # 4 ADD SUBCRT # 5 RTnRE IN MEMORY # 3 EXTS'TNR SJv^ATr_1MCN- nA-A ------------------------ All t:rr__ 6- Y, c c n nr v EUSTTNG F(�11i*.-Sn a.. ..lrJ i a iv --—-----------'--- FX:STiNG MEMORYP, _ -------------------- �! ___ __ _ _ . n _ eAr - ----- :.: _ 2 5 Gorjiiivn �. � �.yc P pG 3 --------- _ to r. '??tC`?` �:QrCCty? n.y�".tt jk ��; `,=r.r• ,;��.n— o:- - Av, SUBCAT # 4 Any Si1BCAT * S -I------------------------ -------------------------- ----------��L L C^.r L_ AC :�'� a s 4 ts:-.-�J T` a•• n E�_ Li4 _ y ♦yL:n 47 -�L --`-------t Um }nr} pnn�v ------------•--------- XISTIN$ 14U IIr ; ?€. -------------------- C °CT M A!�f.� DATA: _X: E i�F.� �t.:ta.�. '_y -------------------- hcrp!^r.:ir �v----_ _ —2 .ic DC �r lo y «6R 2 . - /a= 692 mS � ME//�\ RR CQ= 22 E«2 4 � ----- R« &k= Dt; JQ ® � -------------- EXISTINGg2 --------------------- E2NWITH kKR 2 ADD ere ■ : AD: q2J # 4 ///�N /// „ _ . aaw» T -------------------------- CY!�QTTNT n�-A 17-1 /// . S2J ■ : /\!/- S/ . / \/p »�. . =-- . � //- / 92J # 4 I A \\\ \ . � & DC S RA fkw 69 :2JE SKr | 5 AREA= 4.4 A S 3= g .s ! \ 6,7 mRe DC ---- tj 2 ��qjq| RR»S :w2g »% ----------- � /\\\/ /// // _ - /f fc� — 2 $V MM4x� 0� �t'esew�- w_ ' y Ir PEAK FILGki 87.7 ."_FS MEMORY 4 PEAK ELOY=j 104.4 9'0 yr n_.,. VLA rw1 1La. DC 7 M M Z 671144191 Inw- -yy-----pp----++---------------- -F------------------------ '0.3 A^.._ b RAT FALL= 3.2 Ir. r" F UBCA 3 ---------- r: rn�; �:,. ,s r•r, --------------------- -Z_ -..------------------ -------------------- --------------------- ._._'i # 3 p. # 4 �Rr --------------------------- ------------------------------------------------------------------ -- - A.� 1 17 tLL /o V Jir VO v v vv v v as � . 1 a va �! r v v jwd ve v + 77 i t v r i 3 r t v Z)aLi 7-77 all . ay t'_^a� .Jae a-yL •_ a+ 8a7 ;�•a t •La�'f I'r vta tiraar i'At is"4 r a �+�i a. a eatat 'J aU JaJ r •J) Ai a ij -----��--------------- ------- -- uL_-.. - L AREIA iG.3 A R=- Ca= 83 1 ^F� FILGW= 46 uFS P,ITNFALL= 4.7 I0 rt Ny ----------V -------------------- t ------------=------- -----------------___ --------------------- --------------------- M h --------------------i----- ------------------------------.------------------------------------ US ----- ------------------------------------------`---------------- f. n V,�- _ j to year = 17 ., 7 a<L • f Cx- ,— f 77 P! a_ 7 i. 2.2 u, 2.044 v41 �,i IIICCCJJI F' -------------------------- ---,-- -`*--2 n - 6y arI,r ri OW= g US 4P'VAL L= r.5 'hew - -_-- - __-__- _____________________ -------------------- M:-w?'v 2 1+7'.Q _ ------------ -------------------•_- ` O ---------- 14 T -- (.1711 I �-,.;A 7 .:- --- r v 4 �T."w_ IIN MEMORY # 3. -------------------------- ----------------------------------------------------------------- ------------------------------------------------------------------ i' 12 17 t 2,,ti, '�'' IT 2,3 iM1 i yf � OC 13 b —yr=T urs -------------------------- ------ --` A =r.-a 10.3 RineS v[= 3 '• b PEAK FLOW= 68 CFF P,A,:'NFALL= 6.2 IN1I L—a.v ' oo — 5 ------------ --------------------- -------------=------ .'V�,RY 2 =n------------ - -- ---------- Dc— n:=; U. Ip C N.✓ 3 ---------- I PEAK 1111111= 17,11 U-3 MAX. WATER FRED= RESIN WITH SUBMT 2 —AT M:---y -------------------------- l.c 6.9 6.4 1 17 - .= Cr vs 4Lay.. Rr�.. rA I C, �7 A. 44, lal 2.1 1 z 2.6 2.6 2.5 i9,6 2,5v C, ICA vnT -------------------------- r _.- 83 Ee;:K, FLOW= 79 US .U.:-ALL= b.9 INC -`cvtr 3 - i ..------.-------------- ------_----.---E-•------ -------------------- ---- -------------- 17 --------------------- --------------------- ---------- 7t, CATER S;GnFC M # Z 1 -------------------------- _.----------------------------------------------------------------- ----'-----------------.._s._-_-_---"-""'---_-_..._- _----__-_ T _ -L (otitdr t= loo _ _ - opt - KAI, 4 t C! 4 4' 36 4 1 7 L L 4.S 44, 7!t 4 rs ei4 A 6 4.4 L 0 cz 6 -------------------------- 1 ----- ----- ---- ---_- ifaJ H''vriiv =F A IK Fiu91= i9 TU A 1 ----- 3 --- r ____-__{_-L r � - r ---------------------- --------------------- MEMORY r -------------------- _ peak z o _ - to _-----_-_ M14zG17/j, _ _ _ 25" --------- �eAr fibW 100 4eAr --------------------- ' DATA �------------------- 1 ---------- UAY auo+= 2.Q _ tar bws i n az. WATER ST'RED= - c1 _ .3„ ---------- ---------- �MMZ sP / X FUSS&O NEILL: PREPARED DATE CHECKED DATE PROJECT NO. O Consulting Een j'irleers BY BY ' IMMZ 7IIs�51 PE ^ -,/I&/cal q� '���- { n SHEET NO. e ?08vr\i . procLvc+s ?VoceSS�nn 6e^+er UC 22of 2 Z 1 j(( i ! 1 _ L I Al i I ' b t-- - ( t 1 t 3 a e- 144, tz-i i 10L - 1 e # _ _ 1 _ _!„S _ �. 4� E• t� i Y 5E— - o e- Zia. t , t � a I I i. .__,.. 1..—_ a 3 e i } s a FO-#110 ' APPENDIX D EROSION CONTROL MEASURE COST ESTIMATE MMZ1004A91\91194 FUSS & O'NEILL, INC. MANCHESTER, CONNECTICUT CONSTRUCTION COST ESTIMATE DATE PREPARED SHEET t OF r PROJECT ;Ce�to Sc,�-t� W:�c`Soc- cos% CAc't�-o� BASIS FOR ESTIMATE `lo an ct Nk c,%-c *� �bVc-Wx ks Dew+. Di LOCATION v Sion . G��d2tir�$ arc Z*� ^O{ian �c� �..,�c1�vSon SECTION Bti ds ' Re�csed �8R Ci teaMs 1-4� DRAWING NO. E t - 1r3 ESTIMATOR CHECKED 8Y M(P€* ITEM UNIT N0. PER TOTAL NO. ITEM MEAS. UNITS UNIT COST aft• f SCS Lh. 7L/OO q-00 C-00. G 2 �;-Tcc.�k�•. A r-,•� �.s. r /Ooo.aca oac,. c,c ' �rosioR Coy-trot L: tS 2 280. 00 u Ri Flop c.y. Sro .00 U00.00 s w0.M 0.�d Seed 5 5D a 30 :1 5o r, lit 017570 53 •Z8 8OND TbTkLs y i es�,5 t',QrS �1 0 ► 1�2� Z S 1 � PREPARED DATE CHECKED FUSS&O NEILL DATE PROJECT NC consulting engineers .BY BY SHEET NO. of/ s T # �P ,M_Pf'tFfR�2S`S CS. =,r@ "+._.�,nlr,-ws. L:,?t' �.._3 s •�M ; _ �.t: tr t ;_in`n`a_' jo-?QV�'1�/D�`y_ GV«.I� -_ ,�_ _s..ss �_�� •_.����+.��`i.,j���c�.eS� �'-(o�-!-/��:�' _ 374/U��t ^c S 1 44 37C0 ,3 .L8.j0. Tz2.U 4 '2Z.01 L 2 � '^� -i:l>d'L :r � �LZza-a>)(c10�1���-3•-�" 1 Sftc, k mike fea _ !02nC�,.-tea 4 V" i i � j - _ �ry�_� w7i �3tZ = u�l 1 APPENDIX E FEMA (FIA) INFORMATION OF PODUNK RIVER 1 1 1 1 i MMZ1004A91191194 FLOODING SOURCE FLOODWAY BASE FLOOD WATER SURFACE ELEVATION SECTION MEAN WIDTH AREA VELOCITY REGULATORY WITHOUT WITH CROSS SECTION DISTANCE (FEET) (SQUARE (FEET PER FLOODWAY I FLOODWAY INCREASE FEET) SECOND) (FEET NGVD) .Podunk River A 1.067 310 1650 1.6 30.5 19.62 20.5 0.9 B 1.415 100 775 2.2 30.5 22.72 229 0.2 C 1.690 215 1100 1.6 30.5 22.92 23..8 0.9 D 2.069 75 490 3.5 30.5 24.2 25.0 0.8 E 2.179 50 390 4.4 30.5 27.42 27.4 0.0 F 2.440 440 2705 0.6 30.5 27.82 28.0 0.2 G 2.869 180 1480 1.2 32.1 32.1 32.3 0.2 H 3.233 200 1240 1.4 32.4 32.4 32.6 0.2 I 3.716 120 545 3.1 33.4 33.4 34.1 0.7 J 3.779 150 1210 1.4 37.5 37.5 37.5 0.0 K 4.031 80 925 1.8 42.6 42.6 42.6 0.0 L 4. 375 175 1695 1.0 42.7 42.7 42.7 0.0 M 4.763 200 1390 1.2 42.9 42.9 43.1 0.2 N 5.067 90 710 2.4 44.5 44.5 44.7 0.2 O 5.479 90 795 2.2 45.2 45.2 45.7 0.5 P 5. 784 150 740 2.3 46.0 46.0 46.7 0.7 Q 5.908 75 450 3.8 47.5 47.5 48.1 0.6 R 5.944 45 435 3.9 48.6 48.6 49.2 0.6 S 6.579 200 1320 1.0 56.9 56.9 57.1 0.2 T 6.985 120 855 1.5 57.2 57.2 57.7 0.5 U 7.286 160 600 1.0 57.6 57.6 58.4 0.8 V 7.656 105 365 1.7 59.0 59.0 59.9 0.9 W 7.903 95 520 1.2 63.3 63.3 63.4 0.1 X 8. 109 60 205 3.0 63.7 63.7 64.3 0.6 Y 8. 288 150 520 1.2 65.2 65.2 65.7 0.5 Z 8. 593 340 1270 0.5 65.5 65.5 66.0 0.5 Miles Above Corporate Limits 2Elevation Computed Without Consideration of Backwater Effects From Connecticut River DEPARTMENT OF HOUSING AND URBAN DEVELOPMENT FLOODWAY DATA y. Federal Insurance Administration TOWN Of SOUTH WINDSOR, CT IHARTFORD C0.1 PODUNK RIVER N li 0 O �b Oman m mm om m APPENDIX F INTERSECTION CAPACITY ANALYSIS WORKSHEETS MMZ1004A91\91194 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET. . 53 PEAK HOUR FACTOR. . . . . . . . . . . . . . . . . . . . . 1 AREAPOPULATION. . . . . . . . . . . . . . . . . . . . . . 20000 NAME OF THE EAST/WEST STREET. . . . . . . . . SITE ACCESS ROAD NAME OF THE NORTH/SOUTH STREET. . . . . . . ROUTE 5 (JOHN FITCH BOULEVARD) NAME OF THE ANALYST. . . . . . . . . . . . . . . . . . FUSS & O'NEILL, INC. - WAV DATE OF THE ANALYSIS (mm/dd/yy) . . . . . . 09-12-199 TIME PERIOD ANALYZED. . . . . . . . . . . . . . . . . A.M. PEAK HOUR OTHER INFORMATION. . . . 1992 EXTERNAL TRAFFIC VOLUMES (FILE BOTTAMEX) F & 0 JOB NO. 91-194 INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES --------------------------------------------------------------------- EB WB NB SB ---- ---- ---- ---- LEFT -- 5 0 4 THRU -- 0 847 1915 RIGHT -- 2 16 0 NUMBER OF LANES --------------------------------------------------------------------- LANES -- 2 2 2 ADJUSTMENT FACTORS Page-2 --------------------------------------------------------------------- PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS ------- ---------- ---------------- ----------------- EASTBOUND ----- --- --- WESTBOUND 0.00 90 30 N NORTHBOUND 0.00 90 20 N SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION ------------- -------------- ------------- ----------------------------- $ SU TRUCKS $ COMBINATION AND RV'S VEHICLES % MOTORCYCLES EASTBOUND --- --- --- WESTBOUND 0 0 0 NORTHBOUND 0 0 0 SOUTHBOUND 0 0 0 CRITICAL GAPS !� --------------------------------------------------------------------- TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP -------------- -------- ----------- ------------ MINOR RIGHTS WB 6.42 6.42 0.00 6.42 MAJOR LEFTS SB 5.96 5.96 0.00 5.96 MINOR LEFTS WB 8.38 8.38 0.00 8.38 IDENTIFYING INFORMATION ----------- ----------- NAME OF THE EAST/WEST STREET. . . . . . SITE ACCESS ROAD NAME OF THE NORTH/SOUTH STREET. . . . ROUTE 5 (JOHN FITCH BOULEVARD) DATE AND TIME OF THE ANALYSIS. . . . . 09-12-199 ; A.M. PEAK HOUR OTHER INFORMATION. . . . 1992 EXTERNAL TRAFFIC VOLUMES (FILE BOTTAMEX) F & 0 JOB NO. 91-194 CAPACITY AND LEVEL-OF-SERVICE -Page_3 -------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) a (pcph) c (pCph) a (pCph) c = c - v LOS P M SH R SH ------ - ------ --------- ------------ ------------ --- MINOR STREET ' WB LEFT 6 37 37 37 32 E RIGHT 2 548 548 548 546 A MAJOR STREET SB LEFT 4 340 340 340 335 B IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET. . . . . . SITE ACCESS ROAD NAME OF THE NORTH/SOUTH STREET. . . . ROUTE 5 (JOHN FITCH BOULEVARD) DATE AND TIME OF THE ANALYSIS. . . . . 09-12-199 ; A.M. PEAK HOUR OTHER INFORMATION. . . . 1992 EXTERNAL TRAFFIC VOLUMES (FILE BOTTAMEX) F & 0 JOB NO. 91-194 ADJUSTMENT FACTORS Page-2 --------------------------------------------------------------------- PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS ------- ---------- ---------------- ----------------- EASTBOUND ----- --- --- WESTBOUND 0.00 90 30 N ' NORTHBOUND 0.00 90 20 N SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION ------------- ----- --------- ------------- ----------------------------- $ SU TRUCKS $ COMBINATION AND RV'S VEHICLES $ MOTORCYCLES ----------- ------------- ------------- EASTBOUND --- --- --- WESTBOUND 0 0 0 NORTHBOUND 0 0 0 SOUTHBOUND 0 0 0 CRITICAL GAPS --------------------------------------------------------------------- TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP -------------- -------- ----------- ------------ MINOR RIGHTS WB 6.42 6.42 0.00 6.42 MAJOR LEFTS SB 5.96 5.96 0.00 5.96 MINOR LEFTS WB 8.38 8.38 0.00 8.38 IDENTIFYING INFORMATION ----------- ----------- NAME OF THE EAST/WEST STREET. . . . . . SITE ACCESS ROAD NAME OF THE NORTH/SOUTH STREET. . . . ROUTE 5 (JOHN FITCH BOULEVARD) DATE AND TIME OF THE ANALYSIS. . . . . 09-12-199 ; A.M. PEAK HOUR OTHER INFORMATION. . . . 1992 COMBINED TRAFFIC VOLUMES (FILE BOTTAMCO) F & 0 JOB NO. 91-194 CAPACITY AND LEVEL-OF-SERVICE ---------------------------- - ----------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) C = c - v LOS M --SH- R SH MINOR STREET WB LEFT 11 37 37 37 26 E RIGHT 4 545 545 545 541 A MAJOR STREET SB LEFT 8 336 336 336 328 B IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET. . . . . . SITE ACCESS ROAD NAME OF THE NORTH/SOUTH STREET. . . . ROUTE 5 (JOHN FITCH BOULEVARD) DATE AND TIME OF THE ANALYSIS. . . . . 09-12-199 ; A.M. PEAK HOUR OTHER INFORMATION. . . . 1992 COMBINED TRAFFIC VOLUMES (FILE BOTTAMCO) F & 0 JOB NO. 91-194 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET. . 53 PEAKHOUR FACTOR. . . . . . . . . . . . . . . . . . . . . 1 AREA POPULATION. . . . . . . . . . . . . . . . . . . . . . 20000 NAME OF THE EAST/WEST STREET. . . . . . . . . SITE ACCESS ROAD NAME OF THE NORTH/SOUTH STREET. . . . . . . ROUTE 5 (JOHN FITCH BOULEVARD) NAME OF THE. ANALYST. . . . . . . . . . . . . . . . . . FUSS & O'NEILL, INC. - WAV DATE OF THE ANALYSIS (mm/dd/yy) . . . . . . 09-12-199 TIME PERIOD ANALYZED. . . . . . . . . . . . . . . . . P.M. PEAK HOUR OTHER INFORMATION. . . . 1992 EXTERNAL TRAFFIC VOLUMES (FILE BOTTPMEX) F & 0 JOB NO. 91-194 INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES --------------------------------------------------------------------- EB WB NB SB ---- ---- ---- ---- LEFT -- 19 0 6 THRU -- 0 1540 1189 RIGHT -- 11 8 0 NUMBER OF LANES --------------------------------------------------------------------- LANES -- 2 2 2 ADJUSTMENT FACTORS Page-2 --------------------------------------------------------------------- PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS ------- ---------- ---------------- ----------------- EASTBOUND ----- --- --- WESTBOUND 0.00 90 30 N NORTHBOUND 0.00 90 20 N SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION ------------------------------------------------------- $ SU TRUCKS $ COMBINATION AND RV'S VEHICLES $ MOTORCYCLES EASTBOUND --- --- --- WESTBOUND 0 0 0 NORTHBOUND 0 0 0 SORTHBOUND 0 0 0 CRITICAL GAPS --------------------------------------------------------------------- TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP -------------- -------- ----------- ------------ MINOR RIGHTS WB 6.42 6.42 0.00 6.42 MAJOR LEFTS SB 5.96 5.96 0.00 5.96 MINOR LEFTS WB 8.38 8.38 0.00 8.38 IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET. . . . . . SITE ACCESS ROAD NAME OF THE NORTH/SOUTH STREET. . . . ROUTE 5 (JOHN FITCH BOULEVARD) DATE AND TIME OF THE ANALYSIS. . . . . 09-12-199 ; P.M. PEAK HOUR OTHER INFORMATION. . . . 1992 EXTERNAL TRAFFIC VOLUMES (FILE BOTTPMEX) F & 0 JOB NO. 91-194 CAPACITY AND LEVEL-OF-SERVICE Page-3 --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS M ---SH R SH MINOR STREET WB LEFT 21 37 36 36 15 E RIGHT 12 334 334 334 322 B MAJOR STREET SB LEFT 7 128 128 128 121 D IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET. . . . . . SITE ACCESS ROAD NAME OF THE NORTH/SOUTH STREET. . . . ROUTE 5 (JOHN FITCH BOULEVARD) DATE AND TIME OF THE ANALYSIS. . . . . 09-12-199 ; P.M. PEAK HOUR OTHER INFORMATION. . . . 1992 EXTERNAL TRAFFIC VOLUMES (FILE BOTTPMEX) F & 0 JOB NO. 91-194 ADJUSTMENT FACTORS Page-2 --------------------------------------------------------------------- PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS ------- ---------- ---------------- ----------------- EASTBOUND ----- --- ___ _ WESTBOUND 0.00 90 30 N NORTHBOUND 0.00 90 20 N SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION --------------------------------------------------------------------- $ SU TRUCKS $ COMBINATION AND RV'S VEHICLES $ MOTORCYCLES EASTBOUND --- --- ___ WESTBOUND 0 0 0 NORTHBOUND 0 0 0 SOUTHBOUND 0 0 0 CRITICAL GAPS --------------------------------------------------------------------- TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP -------------- -------- ----------- ------------ MINOR RIGHTS WB 6.42 6.42 0.00 6.42 MAJOR LEFTS SB 5.96 5.96 0.00 5.96 MINOR LEFTS WB 8.38 8.38 0.00 8.38 IDENTIFYING INFORMATION ----------- ----------- NAME OF THE EAST/WEST STREET. . . . . . SITE ACCESS ROAD NAME OF THE NORTH/SOUTH STREET. . . . ROUTE 5 (JOHN FITCH BOULEVARD) DATE AND TIME OF THE ANALYSIS. . . . . 09-12-91 ; P.M. PEAK HOUR OTHER INFORMATION. . . . 1992 COMBINED TRAFFIC VOLUMES (FILE BOTTPMCO) F & 0 JOB NO. 91-194 CAPACITY AND LEVEL-OF-SERVICE Page-3 --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS p M SH R SH ------- -------- --------- ------------ ------------ --- MINOR STREET WB LEFT 28 37 36 36 9 E RIGHT 14 333 333 333 319 B MAJOR STREET SB LEFT 8 127 127 127 120 D IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET. . . . . . SITE ACCESS ROAD NAME OF THE NORTH/SOUTH STREET. . . . ROUTE 5 (JOHN FITCH BOULEVARD) DATE AND TIME OF THE ANALYSIS. . . . . 09-12-91 ; P.M. PEAK HOUR OTHER INFORMATION. . . . 1992 COMBINED TRAFFIC VOLUMES (FILE BOTTPMCO) F & 0 JOB NO. 91-194 APPENDIX G ACOUSTICAL STUDY MMZ1004A91191194 Robert D. Celmer, Ph.D. Consultant in Acoustics [ P.O. Box 616 Granby, CT 06035 SEP 1 September 12, 1991 S�"J., ( 01 E.....-. Mr. Mark Zessin Fuss & O'Neill Consulting Engineers 146 Hartford Road Manchester, CT 06040 Dear Mr. Zessin: Acoustical measurements have been completed of the machinery proposed for use in the Podunk Earth Products Processing Center to be located in South Windsor, CT. The following constitutes the report of this study. PURPOSE The purpose of this study was to determine the A-weighted sound pressure levels radiated by a stump splitter, a wood chipper and a rock crusher during normal operation. An analysis of the sound values measured at various distances was conducted to determine the predicted sound levels at the proposed site's property lines. PROCEDURE Acoustical measurements of a Morbark Woodwaste Recycler (wood chipper) and a John Deere Wood Shearer (wood splitter) were made in Torrington, CT on May 23, 1991, between the hours �I of 2:00 and 4:00 pm. Readings were taken at distances of 100' and 200' on the approximate North, East and South sides of the machines. The values reflect the sound levels due to both machines operating simultaneously. The location was an elevated plateau, with no reflective surfaces within 1,500 feet. Environmental conditions were as follows: Sunny skies, 85°F, winds light and variable. Measurements were made using a calibrated Br iel & Kjmr Type 2230 Sound Level Meter. Acoustical measurements of a Pioneer Engineering Works Model G-1041 primary crusher along with a Terex Model 80C front end loader were made in Enfield, CT on August 8, 1991, between the hours of 2:00 and 5:00 pm. Readings were taken at distances of 100' and 200' on the approximate North, West and South sides of the machines. The values reflect the sound levels due to both machines operating simultaneously. The location was an elevated clearing, with no reflective surfaces within 750 feet. Environmental conditions were as follows: Sunny skies, 92°F, winds light and variable. Measurements were made using a calibrated Bruel & Kjmr Type 2230 Sound Level Meter. r� f� RESULTS (� All measured values have an accuracy of ±1 dB and are referenced to 20 µPascals. The measured ■ sound pressure levels around each of the machine pairs are presented in Figures 1 and 2. Due to topographical restrictions, measurements were made on three sides of each machine pair. However, due to the uniform readings found on these three sides, it may be assumed that these sources radiate sound in essentially an omni-directional manner. The highest measured A-weighted sound pressure levels are summarized in Table 1. A-Weighted Sound Pressure Level (dBA) 100 feet 200 feet Chipper/Splitter 81 75 Crusher/Loader 80 74 A prediction of sound pressure levels beyond 200 feet can be made using the graphs in Figures 3 and 4. Extrapolation of these values with distance assumes similar free-field topographical and atmospheric conditions as those encountered on the test days. Figures 3 and 4 also indicate the allowed daytime property line sound levels' for a Class C (industrial) zone operation that adjoins a Class C and/or a Class A (residential) neighbor. The results indicate that the Class A (daytime) sound level regulation of 61 dBA would be met at a property line distance of 1,000 feet, while compliance with the Class C regulation of 70 dBA would be achieved at a property line distance of 350 feet. Please be advised that these distance estimates are based on only 1 pair of machines (chipper/splitter or crusher/loader) operating at any given moment. However, since the chipper/splitter combination is designated to be housed within a separate building, the corresponding minimum property line distances still apply. Note: By arranging the piles of raw materials and the primary crusher in such a manner that the Terex loader always approaches the piles and the crusher from the North and West, this will minimize the noise impact of the loader's backup warning signal on the adjoining class C property. Please let me know if you have any questions regarding this report. Sincerely, Robert D. Celmer, Ph.D. 're: Connecticut Department of Environmental Protection Regulations, section 22a-69. � 74 dB(A) � 200 feet 1 i 80 dB(A) North � 100 feet 1 1 � o 0. 100 feet W i i � 100 feet r � 79 dB(A) � Figure 2. Sound Pressure Levels (dBA) � Crusher/Terex Machines Figure 3. Wood Chipper + Stump Splitter Sound Pressure Level vs. Distance 85 m 80 Class C Property Line Limit (70 d6A) � 75- 1 11 IT 70 Class A Daytime Limit (61 d6A) N 65 i 60 c 55 5100 1000 10000 Distance from Sound Source (feet) ■ Measured Levels Predicted Levels i Figure 4. Rock Crusher + Terex Loader Sound Pressure Level vs. Distance 85 a 80 Class C Property Line Limit (70 dBA) ' -3 75 70 Class A Daytime Limit (61 dBA) PT N 65 d L .a 60 N 55 ' 501 100 1000 10000 Distance from Sound Source (feet) ■ Measured Levels Predicted Levels HIGHLANDSOILS SOILS REPORT BOTTICELLO PROPERTY CHAPEL ROAD - SOUTH WINDSOR PREPARED FOR FUSS & O'NEILL INC. BY JOHN P. IANNI CERTIFIED SOIL SCIENTIST JULY 1991 P.O. Box 337,Storrs, Connecticut 06268 - (203) 742-5868 In L4 1991 the inland wetland boundaries on a portion of the Botticello Property, Chapel Road, South Windsor were field delineated. The delineation was confined to the southern and western most portion of the site. The delineation was conducted in accordance with the standards of the National Cooperative Soil Survey and the definition of wetlands and watercourses as found in the Connecticut General Statutes Chapter 440, Section 22A-38. I have reviewed the plans prepared by Fuss & O'Neill Inc. and have found the representation of the field delineated wetlands to be substantially correct. The property was the site of a former clay gxc_ay tion. Remnants of the operation were found in the southern section of the property and included paved areas and a small building. A cart path leads from this area to Pleasant Valley Road and forms a physical break between two areas of wetlands. The path also leads to another building which- appears to have been used in some processing capacity. This building was connected to another processing building by a conveyor belt system which spanned the Podunk River; the second processing building is located on the north side of the Podunk River . For purposes of discussion in this report, the property will be divided in separate areas. The cart path serves as a point of reference for the partitioning of the property. The wetlands and upland soils will be discussed as areas to the east or west of t P nart nath. The Podunk River also serves as a reference point; the land areas will be discussed based on their relationship to the river (i.e. , north and south side) . In general, four land areas will be discussed: they will be refered to as: north and south side of the Podunk but west of the cart path, the clay pit to the east of the cart path, and the southern section which is a non wetland area. -2- The first area is to the north of the river and west of the cart path. This area is the site of a former processing building. The soils were found to have been extensively reworked in the past. Piles of rounded pellets which appear to be pieces of brick were found scattered around this area. Up to a foot of this material covered the ground surface in some areas. Below the layer of pellets a sandy glaciofluvial deposit was found. The drainage classification of the soils in the upland areas was determined to be well drained. The sandy deposit extended at least three feet deep in this area. The vegetation was comprised of a very thick shrub growth which makes the area very difficult to access. The wetland boundaries generally occur at the top of the bank for the Podunk River except in the west part of .this area where some alluvial soils were noted. The alluvial soils were found to be well drained at the upper limits and poorly to very poorly drained as one moves toward the river. The alluvial soils tended to be a silt loam in texture except in the very poorly drained area where a deep accumulation of organic matter was found. On the south side of the river but to the west of th ecart path wetlands were found in an area that probably was a former clay pit, based on the topography and the piles of over burden that were left in the area. The area receives most of its water fro seeps which originate from the land to the south. There is also evidence of recent alluvial deposits from the Podunk Iim_e The soils in the wetlands consist almost entirely of varved clay with some recent silt loam alluvial cappings. The wetland is forested and appears to have been abandoned as a clay pit some time ago. The wetland boundaries generally follow the toe of the slope surrounding this area. -3- The area to the east of the cart path is the site of an excavation for clay. The clay pit is surrounded by unexcavated land that is characterized by sandy glaciofluvial deposits. The sandy deposits are well drained. The wetlands that have formed in the clay pit are a result of see_paa a which originates from the south. Since the floor of the clay pit consists of varved clay, little water infiltrates into the soils. Surface hydrology_ indicative of wetlands is present. A lar,ge area in the western side of the clay pit has developed into a wetland due to the seepage and subsequent saturation of the surface of the clay. The interior of the r7ay nit .is generally dry except for a seasonal watercourse which has developed in the center of the pit. The seasonal watercourse is fed by seepage from the south and from storm drainage that flows into the clay pit from property along the ` southern boundary. In the center and eastern parts of the clay pit the vegetation is a- pure stand('Of Phragmites . to the west of this the vegetation was almost exclusivel ers. The hydrology in the area where the alders occur is more developed and more indicative of wetlands. In the center of the pit the hydrology is more seasonal and less developed. The general flow of water in the pit is south to north, although the water from this area exits the pit in the west. The final area consists of a large area of non wetland soils and is in the southern most portion of the site. This area is occupied by paved areas and remnants of former buildings. The soils tend to be sandy glaciofluvial deposits that have also been extensively reworked in the past. The soils were found to be well to excessively well drained. The vegetation is sparse and is mostly characterized by pioneer species. -4- In conclusion, the majority of the wetlands on this site are a result of a former clay excavation which has intercepted the water table in some areas. The non wetland areas have been extensively disturbed and the soils have been reworked. Due to the impermeable nature of the soils in the clay excavation areas, wetland hydrology has developed due to the seepage from the south. In the clay pits some areas designated as wetlands have marginal hydrologic wetland conditions. Upland areas are characterized by sandy cappings overlying deeper clay deposits.