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99-58P Site Plan of Development/ Target Corp
TOWN OF SOUTH WINDSOR PLANNING&ZONING COMMISSION ow N Sr APPLICATION FORM <;� Application No: � Official Receipt Date: 9//—�!j( Receipt No: '; APPLICANT: "OR-CUB` LLC ADDRESS: c/o John Finguerra , 1109 Rose Lane , Virginia Beach , VA 23451 OWNER OF RECORD ON LAND RECORDS: ADDRESS: COMPLETE LOCATION OF PROPERTY: R 1 R 2 R 3 , R 4 , 70 and 90 Buck A land Road ASSESSOR'S MAP # * PARCEL # * ZONE Buckland Road Gateway Development * See List of Owners of Record , addresses , Assessor ' s Map and Parcel # attached NAME, ADDRESS, TEL& FAX# OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: hereto . Jay J . Giles , P . E . , Senior Vice President , Fuss & O ' Neill , Inc 146 Hartford Road , Manchester , CT 06040 Telephone 860-646-2469 Fax 860-643-6313 THIS APPLICATION IS FOR: (Check all that apply): ❑ Zone Change to (Public Hearing required and Certified letter to abutters required) ❑ Subdivision/Resubdivision ❑ Open Space Subdivision (Public Hearing Required) ❑ Subdivision ❑ Minor ❑ Major . ❑ Resubdivision (Public Hearing Required) ❑ Minor ❑Major ❑ Conditional Approval ❑ Special Exception to Article (Public Hearing, Certified letter to abutters required) Site Plan of Development ❑ General Plan of Development ❑ Earth Filling (Sec. 15) and/or Earth Removal (Sec. 14 - Public Hearing required) ❑ Regulation Amendment: ❑Zoning ❑ Subdivision (Attach proposed amendment) Temporary and Conditional Permit for ❑ Major Home Occupation for ❑ Other (explain in detail) An Application Pending sign is required to be posted on the property for all applications ten (10) days prior to being heard by the Commi4aturty i C Nort Si ture Ap ant John Fi.nguerra, Mwber Owner**John Finguerra, Member (See reverse side for additional information)**See signatures of other.Property Owners attached hereto. APPLICATION OF NORTHERN HILLS, LLC TO SOUTH WINDSOR PLANNING&ZONING COMMISSION Signature of Other Property Owners Property Address: RI Buckland Road, South Windsor, Connecticut Property Owner and Signature: Manchester I-84 Associat s Limited Partnership By ohn Fing a Its Gener rtner Duly Authorized Property Address: R2, R3, and R4 Buckland Road, South Windsor, Connecticut Property Owner and Signature: Newkirk Associates, LLC By t F gu a Au ed Property Address: 90 Buckland Road, South Windsor, Connecticut Property Owner and Signature: M/S Town Line Associate LLC i By Jo n e a Duly u rized 99402\A 1 O\JJG0825C.WPD Comes. APPLICATION OF NORTHERN HILLS, LLC TO SOUTH WINDSOR PLANNING&ZONING COMMISSION List of Owners of Record on Land Records, Owner's Addresses,Assessor's Map#and Parcel # Property Address: R1 Buckland Road Assessor's Map #: 18 Parcel#: 7 Record Owner: Manchester I-84 Associates Limited Partnership Address of Owner: c/o John Finguerra, 1109 Rose Lane, Virginia Beach, Virginia 23451 Property Address: R2 Buckland Road Assessor's Map#: 18 Parcel#: 6 Record Owner: Newkirk Associates, LLC Address of Owner: c/o John Finguerra, 1109 Rose Lane, Virginia Beach, Virginia 23451 Property Address: R3 Buckland Road Assessor's Map #: 18 Parcel#: 5 Record Owner: Newkirk Associates, LLC Address of Owner: c/o John Finguerra, 1109 Rose Lane, Virginia Beach, Virginia 23451 Property Address: R4 Buckland Road Assessor's Map #: 18 Parcel#: 4 Record Owner: Newkirk Associates,LLC Address of Owner: c/o John Finguerra, 1109 Rose Lane,Virginia Beach, Virginia 23451 Property Address: 70 Buckland Road Assessor's Map #: 18 Parcel#: 3 Record Owner: Northern Hills,LLC Address of Owner: c/o John Finguerra, 1109 Rose Lane,Virginia Beach,Virginia 23451 Property Address: 90 Buckland Road Assessor's Map#: 27 Parcel#: 11 Record Owner: M/S Town Line Associates, LLC Address of Owner: c/o John Finguerra, 1109 Rose Lane,Virginia Beach,Virginia 23451 jcc\C-TF0vram FlemkM60ft 0ICke\miA9Td1pp1.SwP=.40C r TOWN OF SOUTH WINDSOR CHECKLIST REQUIRED INFORMATION SITE PLANS APPLICANT ' /V10—/r/ W 6T/—s , ,-L-(�— PROJECT NAME A,l D / /ll W/LL5 This checklist must be signed by plan preparer (P.E./L.S.) declaring that all required information is provided. Items 1-7 are required for all applications; items 8-11 required where appropriate. Check mark for each item supplied. '✓ 1. On each sheet for plans or maps, title block with the folloN!ng information: a. Name, address and telephone of applicant. b. Name, address and telephone number of Land Surveyor or Professional / Engineer. c. Name of Development. d. Date when drawings were made. 2. Key Map: An overall map drawn to a scale of 1 inch equals either 100 feet or 200 feet. This map will show the overall design of the Development and / surrounding property within 500 feet. ✓ a. Data block which gives needed zoning information such as percentage of lot coverage, acreage of tract, number of apartment units, parking / requirements, etc. b. Outline of buildings. _ c. Layout of streets. t/ d. Surrounding property boundaries-within 500 feet. e. Names of abutting property owners. f. Proposed open spaces and recreation areas. g. Driveway cuts on abutting properties and any properties across from . / proposed site. `' h. Distance to and name of nearest intersection street. V/ 3. Architectural Elevations: See attached checklist for Architecture and Design / Review. V 4. Plot Plan: A layout map of the proposed site drawn to a scale of 1 inch equals 40 feet on either of the following size sheets: (1) 24" x 36" with a 3/4" ruled margin; (2) 18" x 24" with a 1/2" ruled margin, containing the following data: a. Distance and bearings of all boundary lines and acreage of site. Iron pins required at all property angle points and shown on map. b. Proposed stree ar:c' street lines with center line station, curve data, and / parking spaces. ✓ c. Building lines in accordance with zoning regulations. d. Proposed buildings and other structures, including signs, outside lighting, and dumpsters (on concrete pad and screened). e. Easements, noting grantors, grantees, and purpose. f. Names of abutting property owners. a. Monuments will be indicated at corners and angles of all streets and at all points of curvature and tangency. The monumented points within proposed site shall be coordinated. These coordinates shall appear in' tabular form on the plot plan. The accessibility of these CGS points shall be determined by the Town Engineer. / h. All open space or other common or public land uses shall be indicated. i. A-2 certification; P.E./L.S. Seal. 5. Topographic Map: A map drawn to a scale of 1 inch to 40 feet on sheets-hot exceeding 24 inches by 36 inches, including ruled margins shall in addition to / the requirements of the plot plans show the following: ✓ a. All existing and proposed buildings. . b. Curb Lines and pavement width, sidewalks. c. Existing and proposed sanitary sewers. d. Existing and proposed water and-all existing utilities. r� e. Present wooded area indicated by foliage lines. Any trees to be saved. should be shown. v f. Existing and proposed contours shall be shown in not less than two-foot intervals, but in cases of relatively level land, the contours shall be one- foot intervals and spot elevations. 9 . Regulated wetlands and 100-year floodplain or note that none are / present. h. Proposed storm drainage system, showing all catch basins, endwalls, manholes, lengths and sizes of pipes and elevations of structures. (Maximum distance between catch basins shall be 300 feet and minimum size of storm drain lines shall be 15 inches, within Town ROW.) If plan/profile sheet is provided all of this does not need to be shown. Only top of frame elevations and inverts of open discharge pipe shall be shown on this plan. L Connections of all springs into proposed storm drainage system as needed. j. Location and indications of existing brook channels, and 100-year flood / limits. v k. A-2 &T-2 Certification; P.E & L.S. Seals. 6. Landscaping plan: 7. Drainage calculations: - Zero Runoff Increase per attached guidelines. 8. Traffic Report: '-q 9. Plans and Profiles: A plan and profile of the proposed streets drawn on plan/profile paper of scales 1 inch to 40 feet horizontally, and 1 inch to 4 feet vertically on sheets not exceeding 24 inches by 36 inches, including ruled margins and containing the following: _ a. Layout of streets in sections coordinated by stations with the profile. b. Street plan showing roadways, drainage, sanitary sewer (including house sewer), foundation drains, lot lines, buildings including all utilities with elevations (top frame and inverts), size, type, length, slopes of pipes. V c. Sight line at driveway &street intersections. d. Profile of roadway showing existing and finished grades. Roadway profile will show all tangent grade and all vertical curve information. e. Profile will show all catch basins and all drainage lines between catch basins with all invert and top of frame elevations, sizes, lengths and slopes of pipes. f. Where any storm drainage line discharges into an existing brook / sufficient profile of this brook will be shown to determine conditions. g. CGS datum shall be used on all sites accessible to these controls. The Town Engineer shall, based on standard engineering practices, determine the accessibility of these controls. h. Profiles shall show all sanitary sewer lines and manholes, including elevations, (inverts, top of frame) sizes, lengths, and slopes of pipes. Top of foundation elevations for building shall be shown. 10. Open Space Site Improvement Plans: For sites which require or include a provision for open spaces, a plan which contains data for site improvement may be required. This map shall be drawn to a scale of 1 inch equals 40 feet. 0 11. Sanitary Report: Where individual sanitary sewage disposal systems are proposed, the final plans shall include a Sanitary Report certified by a Professional Engineer. The report shall demonstrate the feasibility of the proposed individual systems. 8 27 7 .AN PREP E (P.E. DATE ne 23, 1998 Nnrthoro H;i i cz J-1 LOCATION: Buckland Road TYPE OF PROJECT: Commercial Site Development ARCMTECTURAL, ANT DESIGN REVIEW COMMITTEE CHECKLIST The following items must be submitted, in accordance with Section 9 . 1 of the Zoning Regulations at the time of a site plan applicat_on for an industrial or commercial building, or high density housing, V1 . Site plan of the property (per Section 8 of the Zoning Regulations) Y Z . Architectural elevations of the proposed buildinals} a( 3 . Types, styles and colors of buildinc materials, exter_or facades and facing, and fenestrations (samples suggested) V.4 . .Special architectural. features (if applicable) -_V S . Colors, materials, and location of lighting V 6 . Design of signs 7 . Mechanical hardware proposed on or 'around the bu_idinc and, roof, including trash compactor, and auxiliary storage areas V 8 . Landscape plan' indicating location, types, sizes, and cruanti ti es of proposed plant materials AlI of the above-required information/materials have been provided. 1Aq 7 Signa a Date Please be aware that missina information or incomplete information may result in a delay in action bythe Committee or. this apulication•:' Konover Construction Corporation 333 North Main Street West Hartford, CT 06117 860-236-6981 Construction Corporation Fax. 860-233-2853 TARGET DEPARTMENT STORE SOUTH WINDSOR, CT EMERGENCY PHONE NUMBERS Konover Construction Corporation Office- (860) 284-7110 Project super— Bob Smedley Pager- (860) 802-1768 Project manager— Mark Hopkins Office- (860) 284-7419 Pager- (860) 842-9629 Cell- (860) 989-1664 Home- (860) 236-5000 Project engineer—Evan Polos Office- (860) 284-7448 Home- (860) 347-7806 Project executive —Mike Tighe Office- (860) 284-7420 Pager- (860) 279-6109 Cell- (860) 989-3139 Home- (860) 659-2536 Site contractor; Site Construction-Debbie Brown Office- (860) 627-0374 24 hour answering service- (860) 623-8179 I-C36 Visit our Web site at www.konoverconstruction.com GEOTECHNICAL STUDY PROPOSE tManc T STOR Buckland Hills Drive; ester, Connecticut Trammell Crow Company February 1999 Dr. Clarence Welti, P. E., P., C. 7 Executive Summary The subject structure is a Target Store with a footprint of 122,000 sf to be located on the north side of Buckland Hills Road in the Town of South Windsor, CT. Buckland Hills Road is a peripheral road to the existing Buckland Mall, which is south of the subject site. The site is situated on a hillside with about 90 feet of relief. The site will require cuts up to 40 feet on the east side for the proposed building and filling for the parking area on the west side with a maximum fill height of about 40 feet. About 30 feet of the maximum cut depth will be a very compact silty moraine. The bottom 10 feet will be in highly laminated Siltstone. The rock will extend westerly into the easterly 30 to 40% of the building footprint. The soil excavation has insitu water contents near the saturation levels at depths of 6 or more feet into the soil. This will require special kneading compaction in embankments. The structure foundation appears to be entirely in a cut. The building will be supported on spread footings, either on the natural soil or on a compacted crushed stone leveling course atop the blasted bedrock surface. Loading can be a uniform 3 Tons/sf with 1/3 increase for seismic and wind loading. The seismic loading in Connecicut is based on the BOCA code. The differential settlements with the spread footing design will be less than of the anticipated maximum settlement of 3/4". The site work will entail rock excavation, as cited above. The soils above the rock can be cut at 2 1 slopes, but care must be excercised to avoid overcutting, since the soils do exhibit sloughing in such areas from seepage within the slopes. There will be requirements for stone wedges at the base of slopes and at the rock/ soil interface, as well as locally, where there is evident localized seepage. Pavements must address potential frost susceptibility and there will subsurface drainage requirements at pavements in cut areas. This property is normally addressed with gravel or stone subbase. Table of Contents Page(s) Introduction ............................................................................................ 1, 2 Project Description, Building+ Sitework Field exploration+Lab testing Topography+ Future Grading................................................................... 3 Geology+ Soil/Rock Cross Section............................................................ 4 LaboratoryTesting ..................................................................................... 5 PadDevelopment+ Site Work................................................................... 6 to 10 Development of Slopes in Earth and Rock Rock Excavation Compaction of Soils Use of Rock in Embankments Ground Water+Mitigation Summary of Earthwork Parameters Building Foundation + Slab on Grade ..................................................... 11 to 13 Performance Criteria Seismic Considerations+Design Parameters Foundation Type+Loading Preparation of Footing Bottoms Frost Depth Lateral Loading on Retention Systems Slab on Grade Preparation+Underlay Summary of Design Parameters PavementSections ..................................................................................... 14 to 16 ReportConditions ..............................................................................................17 Appendix 1; Locus Map +Test Boring Data+Location Plan Appendix 2; Laboratory Test Results Appendix 3 ; Pavement Analyses + Special Cross Sections Appendix 4; Blasting Controls ` A 1.0 INTRODUCTION: A Target store is proposed to be placed north of Buckland Hills Drive in the Town of South Windsor, Connecticut. Buckland Hills Drive is in the town of Manchester and was part of the Buckland Mall project. The proposed building will have a footprint of 122,000 sf. The site is wooded and there has been no prior development within the proposed site. The subject study is being done in accordance with Target guide lines (Edition 1.6). A locus map of the site and environs is included in appendix 1. 1.1 The proposed structure will be a one story slab on grade building. The proposed building footprint is topographically above the proposed floor grade by as much as 40 feet at the east side of the building. The parking lot (about 5.5 acres) to the west of the building will be generally on an embankment with a maximum of 40 feet of fill at the west end of the lot. 1.2 The writer's firm has been engaged by Trammell Crow Company to provide a geotechnical assessment of the proposed structure and sitework in accordance with Target standards for such studies. This work included test borings and laboratory testing of soils to provide data on which the the geotechnical recommendations are premised. These data are included in Appendices 1 and 2 1.31 Field Explorations: This work has included 15 borings to maximum depth of 45 feet beneath the area of the proposed building and 7 borings for the sitework around the building. The latter borings were drilled to bedrock in cut areas. The boring data are in Appendix 1. A Borings Location Plan is included in Appendix 1. 1 - 1.32 Laboratory Testing has included 6 grain size gradation analyses with water contents, 1 Optimum Density Test and one CBR test. In addition pH testing and electric resistivity were performed on 6 samples. 2 - 2.0 Existing Topography: The existing topography on the site indicates about 40 feet of relief within the building footprint(Elev. 280 to Elev. 240). The overall site has nearly 90 feet of relief(Elev 285 to Elev. 195). The area is wooded (largely second growth trees with considerable low brush). The roadway on the south side of the proposed structure rises from the west end of the site at Elev. 200 to about Elev. 270 at the east end of the site. The proposed building floor will at Elev.236. 2.1 Proposed Grading: The floor, as stated above will be at Elev. 236.The existing elevation along the east wall ranges from Elev. 270 to Elev. 280. Bedrock is anticipated between Elev. 240 to 250 in this area. The bedrock is a highly laminated Siltstone or Sandstone. The dip is about 20' to the east. Based on the general rock character, it is anticipated that the rock will be designed with a 1:1 slope to address long term weathering concerns. The soil will be silty(up to 50%) moraine, which can be cut at 2:1, but will probably require a stone wedge at the base to address long term seepage. The stone wedge may be required at the rock soil interface, as indicated on the section in appendix 3. The cut material will be placed in the embankment for the proposed parking area. The cut material is quite silty and may have a water contents above the optimum water content. This will require placement of thin layers(less than 8")and initial kneading type compaction to break down the chunks of soils and provide a stable embankment. 3 D 3.0 Geology and Boring Data: The subject site is part of a glacial ground moraine deposit. The moraine deposits in eastern Connecticut are typically very dense well graded Fine Sand and Silt with little to some Gravel. The depth of the soil overburden in the moraine deposits is related to the character of the original rock formation prior to the glacial advance. 3.1 The bedrock in the area of the site is a Triassic Sandstone or Siltstone. This rock is highly laminated and has generally tight foliation with a dip to the southeast of about 15°. 3.2 The test borings in the building area indicate that bedrock will be encountered at Elev. 240 to Elev. 245 at the east face of the proposed building. The soil overburden is a well graded Fine to Medium Sand with as much as 50% Silt and 15 to 30% Gravel. 3.3 The typical natural soil/rock cross section is as follows: Topsoil to about 6"; deeper at tree root bulbs; Stripping and grubbing may result in an average depth of about 16" Subsoil; weathered glacial moraine (subjected to frost/thaw cyling) to about 2.5 feet This material is generally a soft to medium stiff Silt and Fine Sand Residual Moraine(or Till);Fine Sand and Silt, little Gravel, very compact and locally cemented to the top of bedrock at 25 to 40 feet below grade Bedrock; Triassic Sandstone or Siltstone; Highly laminated in upper 5 feet. Tight laminations below 5 feet. Dip about 20 to the East with localized secondary fracturing perpendicular to dip 3.31 The soils are close to saturation from about 8 feet below grade and seasonal water tables may be within 6 feet of grade. The soils have low permeability, but seepage may result in sloughing slopes 4.0 Laboratory Testing: 4 4.1 Six grain size gradations with water contents were performed on selected soil samples. The results in appendix 2 indicate material, which has up to 45% Silt. In general the material is non-plastic, but locally may have a PI up to 3. The water contents indicate that the soils have water content at 80 to 100% of the water content at saturation. This will affect placement of the material in the embankments and will also impact treatment of earth slopes in cuts 4.2 The insitu wet density of soils at 6 or more feet below grade ranges from 136 to 144 pcf with water contents of 9 to 12%. 4.3 The optimum dry density of the residual moraine is 138.5 at 8.5% water content 4.4 The pH values on soil below 20 feet (at probable footing elevation ranged from 6.6 to 6.8. The electric resistivity ranged from 21,000 ohm/cm to 42,000 ohm/cm. These values would generally preclude significant effects from corrosion due to cathodic action. 4.5 One CBR test was performed on saturated compacted soil specimen.The sample was soaked for 48 hours, prior to performing the test. The resultant CBR was 5.3+/-. 5 5.0 Pad Development and Sitework for Proposed Roadways and Parking: 5.1 As inferred in the above sections the parking areas and paved access will be largely on embankments, composed of Silty Moraine. This material is sensitive to excessive water content. Proper compaction will require initial kneading to break up the chunks of soil, which result from excavating the dense Moraine. There will be bedrock excavation within the building footprint and to the east of proposed building in the bottom 5 to 10 feet of the roughly 40 feet deep cut. The rock can be crushed for future use under the pavement section. The rock will generally require blasting for economical removal. Proposed blasting controls are included in appendix 4 5.2 Development of slopes in the cut must address the following: 1. The soil will have localized"weeping" (seepage), which can result in sloughing. 2. The upper 5 feet of rock will be fractured and somewhat friable. 3. The interface of the soil and bedrock may have a concentrated seepage zone 5.21 In general the slopes in earth can be 2 : 1,but there will be requirement for a stone wedge at the base of the slope or at the rock interface. A second concern relates to the slope formation. If there is overcutting with subsequent backblading, the loose soils would be subject to localized sloughing. The process of overcutting is a frequent source of highway slope sloughing and must be avoided. When the slope is cut there may be a requirement to clad parts of the slope with crushed stone or crusher run material. 6 5.2 The upper 5 feet of rock will probably fall back to about a 1 : 1 slope. The slope below this level can be cut at 1: 6. In general the top of slope in areas where the rock cut is less than 10 feet should be based on a 2 : 1 slope from the toe of the cut slope. This will permit a proper configuration of stone at the earth/rock interface and will preclude re-cutting of the slope, if the rock is below the anticipated elevation. 5.3 The rock should be blasted to about 2 feet proposed footing levels and pavement subgrade. The footing preparation should be developed by excavating the blasted rock sufficiently to permit placement of at least 6" of 3/8" stone(or possibly secondary crushings). The stone shall be compacted with at a vibratory roller(at least 4 passes of a roller with static weight of at least 5 Tons) to fill the fractures in the rock and to provide a uniformly stiff surface for footing placement. The stone layer shall also be placed under the slab on grade atop the blasted rock surface. In pavement areas, which are in rock cuts, the stone will provide the means of precluding migration of fines in the gravel base or subbase into the rock fractures. The stone will also lessen the amount of subbase under the pavement, since it will provide significantly higher permeability than a normal gravel subbase. 5.4 As discussed elsewhere herein, the excavated soils will require kneading type compaction to initially break up the soil chunks from the excavation. This process will normally require layers in controlled to fills to be about 8" thick to achieve proper kneading. It is possible that the upper 5 to 10 feet of soil would not have the same character as the deeper Till. Such soils could probably be compacted with normal vibratory rollers. Where there is free water present, it will be necesssary to place either stone or crusher run material to at least 2 feet above the free water surface. 7 5.5 Compaction Requirements are as follows: -Under Structure Footprint 95+% of modified optimum density(ASTM 1557D) -Under Pavements within 6 feet of grade 95+% of modified optimum density -Under Pavements below 6 feet of grade 92+% of modified optimum density -Under landscaping 90+% of modified optimum density 5.51 In general compaction shall be in layers generally within the following parameters for compaction with vibratory rollers. As stated above, there may be an initial requirement for kneading of the soil in thinner lifts. Compactor Weight/Dynamic force Layer Thickness> 15 Ton 30 Ton 16" 10 Ton 20 Ton 12" 5 Ton 10 Ton 10" 1 Ton 2 Tons 6" 0.5 Ton 1 Ton 51+ <500 pounds <4#1 5.6 Regarding placement of crushed rock or blasted rock without crushing the following limits will apply: • Within 2 feet of pavement grade Maximum size 4" •From 2 to 4 feet below grade Maximum size 8" -From 4 to 6 feet below grade Maximum size 12" -Below 6 feet the maximum size shall be 3 feet unless rocks arer kept at least 5 feet apart to 8 exclude clustering The placement of combined earth and rock fills shall be in accordance with Embankment Formation, as described in CTDOT Specification 814A., except as noted above. 5.6 Regarding ground water and mitigation thereof the soils have low permeabilities bu have high capillarity. Seepage generallly occurs in localized loose zones within the moraine. This may occur at the interface of rock and soil or in areas that are over cut and backfilled with loose remolded silty moraine. Sections are included in appendix 3 to address the potential problems. 5.7 The swell of rock excavation from cut to fill will be about 20% 5.8 Regarding seasonal effects the silt content will influence wet winter and spring construction (from Deecember thru May).The procedure in wet weather, where controlled fill is required may include layers of gravel or stone or crushed blasted rock between layers of on site soil. The problems will probably not be present in"dry" seasons. Summary of Earthwork Design Parameters Item TYPe or Recommendation Soil Type Silty Hardpan Rock Type Foliated Siltstone Modified Optimum Density 138.5 @ 8% water 9 Insitu Density below 5 feet 139 @ 10% Slopes 2:1 earth : 1:1 Rock Shrinkage Cut to Fill 0 Rock Swell 20% OSHA Classification Subsurface Drainage Toe of all cuts & at Soil/Rock interface 10 6.0 BUILDING FOUNDATIONS & SLABS ON GRADE: 6.1 Criteria for assessing building foundations types and loading and the slab on grade requirements are as follows: 1. The allowable maximum settlement for the structural system is 3/4"and the allowable differential settlement shall not exceed '/2 the maximum settlement. 2. The foundation must address liquefaction, that might occur the below water table during earthquakes. 3. Regarding Slabs on Grade the maximum total settlement shall not exceed '/2" in excess of the total structure settlement. The above performance criteria are those typically applied by the writer for similar structures. If the engineer or the owner have more stringent criteria the writer should be informed. 6.2 Regarding item 2 (SEISMIC CONSIDERATIONS) the soils below the water table have sample blow counts well in excess of threshold values (below which liquefaction is possible in loose Fine to Medium Sand). In Connecticut seismic loading is premised on the BOCA Code. The site coefficient for the subject site is S1 = 1.0. This factor is combined with the velocity related peak acceleration A..The value A, according to the state building code, based on the 1992 BOCA amendment, is 0.13. The current code [up for approval before the legislature (BOCA 1996)] will have an A,of 0.11. This is not yet approved, but is anticipated to be approved this year. 6.3 Regarding Foundation Types and Loading the building will be on spread footings.Such footings will be either on natural glacial moraine (Hardpan) or on a stone layer atop the blasted rock. In some areas stone will be required at the hardpan . Such areas would be where there is excessive moisture or where the footings fall within the top 3 feet of existing terrain. Such areas would require 6"to 18" of 3/8" stone. As stated in section 5, the areas in rock will be addressed with a layer of 3/8" stone over the blasted rock surface. This material will be compacted, as cited in section 5.The 11 A placement of footings on the dense hardpan or on the prepared stone surface atop the blasted rock will not cause differential settlement beyond those cited in the performance criteria in section 6.1 above. 6.4 The loadings on Columns and Walls from Target are as follows: Column Loadings range from 40 Kips to 140 Kips with Interior Columns typically 100 Kips Perimeter Bearing Wall 2.4 Kips/ft Maximum Bearing Wall Load 3.6 Kips/ft 6.5 Design of spread footings should be assumed at 3 Tons/sf. This will address all conditions under the building footprint. A number of areas could have higher bearing capacities, but it does not appear practical to vary bearing pressures, considering the potential attendant problems with reinforcing variations. The above presumptive bearing pressure can be increased by 1/3 for wind and seismic loadings. 6.6 Frost Depth: The code frost protection depth is 42" below finish grades. Typically, if construction is in the winter, all footings would have to have frost protection. 6.7 Lateral Loading: The lateral soil pressure on retaining walls shall be at rest pressure, equivalent to a fluid of 60 pcf. 6.8 Slab on Grade Treatment: The underlay for the slab on grade has been discussed in general in section 5 . The use of a 3/8" stone layer was recommended in the blasted rock area to address the potential fractures in the rock (both natural and from blasting). The 3/8" stone should be carried across the earth portion of the footprint. This layer should be 6" thick. It will serve as cutoff for capillary moisture. This material shall be compacted with at least 5 passes of vibratory roller with 12 minimum static weight of 5 Tons.The compacted stone will have a subgrade modulus of 200 pci. Backfill of walls and columns shall conform to the following, where in earth: Percent Passing Sieve Size 100 3.5" 50 - 100 3/4" 25 - 75 No.4 The fraction, passing the No. 4 sieve, shall have less than 10%, passing the No. 200 sieve. All fill shall be compacted to at least 95% of modified optimum density. 6.9 The summary of design parameters is as follows: :Coefficient Presumptive Bearing Pressure 3 Tons/sf Seismic Site Coefficient Sl 1.0 Velocity related peak acceleration A„=0.13 Lateral Loading on Building Retaining 60 psf equivalent fluid walls Active Pressure Coefficient 0.28 Soil unit Weight 125 pcf Angle of Internal Friction 4) 340 Passive Coefficient 5.0 Subgrade Modulus 200pci Frost Depth Protection 4211 13 7.0 Pavement Design: 7.1 The design of pavements is typically based on CBP, as a strength parameter with application of AASHTO design procedures. It is understood that the pavements will be primarily Bituminous, although Concrete Sections have been considered herein. The following are the input fromTarget Developer Guide Edition 1.6: 1. Light Duty Asphalt Paving Daily Traffic equivalent to 15 18 Kip axle loadings Traffic indexes of 6.3 and 6.8 for 10 year and 20 year designs, respectively 2. Heavy Duty Asphalt paving Daily Traffic at 30 per day of 18 Kip axle loading Traffic indexes of 6.8 and 7.4 for 10 year and 20 year designs respectively 3. Concrete Paving will have traffic similar to the above 7.2 In considering the appropriate sections there is a frost consideration at the subject site. The natural soils are highly frost susceptible. In addition there will be a requirement to provide foundation drainage in both rock and earth cuts. These requirements are generally addressed with a thickened section beneath the bituminous concrete and stone base [which provide the strength and major portion of the required structural numbers]. The gravel subbase is the drainage medium for the pavement section. This material is generally 8 to 12" in earth cuts and about 15" in rock cuts. The latter depth could be lessened with 3/8" stone, which has about 10 times the permeability of the gravel subbase. The following sections provide the required bituminous concrete depths atop the processed 14 stone base. The base is generally 6" to accomodate subbase structural number as part of the overall required structural number. 7.3 The section analyses for the following recommended sections are included in appendix 3. Pavement Category )E3it. Concrete Stone Base :Subbase Heavy Duty Ten Year 4.0" 6.0" 811 Light Duty Ten Year 3.0" 6.0" 81# Heavy Duty Twenty Years 4.5" 6.0" 10" Light Duty Twenty Years 3.5" 6.0" 8" 7.31 Regarding materials the Bituminous Concrete would include a binder course (Class 1; DOT Specfication 814A; M.04.05). This initial layer will be 1.5" (for Light Duty 10 year) to 2.5" (for Heavy Duty 20 years). The surface course will be Class 2 Bituminous Concrete. The Processed Stone Base will conform to Section M.05.01 of the DOT Specification 814A. Subbase will conform to Section M.02.06 of the DOT Specification. As stated above the subbase in rock cuts would be 15". If 3/8" stone was use for subbase this could be reduced to 8" 7.32 It is possible that on site rock could be crushed (dependent on amount of rock excavation). The existing Mall pavements were developed from crushed on site rock. These section generally included about 16" of primary crushings with 6" to 8" of secondary crushings. 7.4 Regarding drainage of the pavements there will be under drains at the toe of all cuts. Where the 15 pavement is in fill there would be no requirement for foundation drainage. In cut areas there will be a requirement for supplemental foundation drains on roughly 50 feet centers. These drains would be wrapped perforated 4" ADS piping in a 3/8" stone 6" beneath bottom of the subbase. 7.5 Regarding concrete pavements the cost of a normal cast in place concrete pavement (5" in parking and 7" in heavy duty areas)will be significantly more than the bituminous sections. In general the concrete will require the same base and subbase as the bituminous concrete. The concrete will in fact be more sensitive to frost heave than the bituminous concrete. While soil cement has been used on similar soils the silt fraction in the existing soils has not provided the performance, that the above bituminous concrete would provide. Typically the soil cement section has included about 8" of soils cement with a 3" bituminous layer for heavy duty pavement. The problem with the section is that there is no provision for placement of a drainage layer. If the drainage is included, then it would just as economical to provide the bituminous section. 16 8.0 REPORT CONDITIONS: This report has been prepared for specific application to the subject project in accordance with generally accepted soil and foundation engineering practices. No other warranty, express or implied, is made. In the event that any changes in the nature, design and location of structures are planned, the conclusions and recommendations contained in this report should not be considered valid unless the changes are reviewed and conclusions of this report modified or verified in writing. The analyses and recommendations submitted in this report are based in part upon.data obtained from referenced explorations. The extent of variations between explorations may not become evident until construction. If variations then appear evident, it will be necessary to re-evaluate the recommendations of this report. Clarence Welti, P.E., P.C., should perform a general review of the final design and specifications in order that geotechnical design recommendations may be properly interpreted and implemented as they were intended. Subsurface explorations for the subject study have been performed by Clarence Welti Associates Inc. solely for geotechnical purposes. Environmental impact studies have been performed previously by others. The subject study shall not be construed to be an assessment of environmental impacts, now or in the future. 17 Appendix 1 Locus Map Test Boring Data+ Location Plan 252 250 00 uckland Hills DriveIt Site , \\ /Pavillions at tiyo Goer C 'l,r y JN�EP j' \j •. \ Buckland Hill Mall 1 : St Jail- •'C�m J f 0, :.� 1 l`. �; `` ail f ; r�I � �•}' " � Aso \ Exit 62 tits vel IN 86 1 =O Q 3 1 CONRAII Sa n do / T �� a .�• • ,. 160' n 2/ 90 .\• ,N ..�Nl 69 r I I ; 83 iL.. 3 1i o 33 I - ` I l LJ ° 1 LOCUS MAP lic r Proposed Target Store Buckland Hills Drive Manchester, CT Me V = 1400' February 1999 1 Appendix 2 Laboratory Test Results Laboratory Testing pH+ Water Content+ Electric Resistivity rote+Sampte Water pHZes�s#�vity Den thContent - Ohmslcm .. B-1 @ 5-6.5' 11.2 B-1 @ 15-16.5' 9.1 B-5 @ 5-6.5' 9.8 B-5 @ 15-16.5' 10.3 B-8 @ 5-6.5' 10.3 6.8 28,000 B-8 @ 15-16.5' 9.5 6.7 32,000 B-11 @ 2-3.5' 12.2 6.6 21,000 B-13 @ 5-6.5' 12.6 6.7 26,000 B-13 @ 10-10.3' 10.2 6.8 32,000 B-13 @ 20.20.5' 1 8.8 1 6.9 42,000 l GRAIN SIZE DISTRIBUTION TEST REPORT C � C C C C \ C N O O_ O O O O 100 W M N M\y \ M\7 iC 3fi 3C 90 Wft 7N w 80 70 w z 60 LL z 50 w U w 40 30 20 10 O 200 100 10.0 1 .0 0. 1 0.01 0.001 GRAIN SIZE - mm Test % +3" % GRAVEL % SAND % SILT %CLAY t • 3 0 .0 2 . 0 68 .2 29 .8 A 4 0 . 0 1 . 4 64.0 34. 6 ■ 5 0 .0 8 . 0 53 .7 38 . 3 LL Pi D85 D60 D50 D30 D15 D10 cc Cu 4 1 . 10 0 . 32 0 . 22 0. 076 A 0 . 80 0 . 25 0. 17 ■ 0 . 89 1 0 . 23 0 . 15 MATERIAL DESCRIPTION USCS AASHTO L ■ Project No. : TARGET STORE Remarks: Project : MANCHESTER, CT ■ Location: 811 ,2 ' -3.5 ' L Location: B13, 10' -10.5' ■ Location: B15,5 ' -6.5 ' Date: 2/5/99 GRAIN SIZE DISTRIBUTION TEST REPORT C LAIR NCE WELT I ASSOCIATES , INC . Figure No. GRAIN SIZE DISTRIBUTION TEST REPORT - C� _ C� C C \ '- - a N W _O O O O � O 100 t0 M N - 'I, a a x ae a 90 80 70 w z 60 :1 N L z 50 w U W 40 30 20 10 J."H 200 100 10.0 1 .0 0. 1 0.01 0.001 GRAIN SIZE - mm Test F7. +3" % GRAVEL % SAND % SILT % CLAY s 16 0 .0 24. 5 53 .9 21 . 6 • 1 0 . 0 3 . 5 75 . 9 20 . 6 ■ 2 0 .0 2 . 3 55 .0 42. 7 LL PI D85 D60 D50 D30 D15 D10 cc Cu 19 . 05 0 . 68 0 . 39 0 . 145 A 1 .84 0 . 44 0 . 30 0 . 133 ■ 0 . 60 0 . 19 0. 12 MATERIAL DESCRIPTION USCS AASHTO • L ■ Project No. : TARGET STORE Remarks: Project : MANCHESTER, CT 0 Location: 81 , 15 ' -16. 5 ' A Location: 85, 15 ' -16.5 ' ■ Location: 88, 15 ' -16. 5 ' Date: 2/5/99 GRAIN SIZE DISTRIBUTION TEST REPORT CLARENCE WELT I ASSOCIATES , INC . 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IIIIIII■�Ilulll�■ III III1III■OII�IIII\�IIIIII�■O ... .. . . . . . . .. ■■■■■■■■■■■■►\■■■■■■■■■MEN ■■■■■■■■■■■■1\■■■■■■■■■ENE ©■r ■l■i■�� ■ , , ■■■■■■■■■■■■■■■■■■■■■■■■■ � i� Jr: O©■■iirA.11A ■■■■O■■E■■■■■WO■■■■■■■■■■ �■■�■■■ �■���■■■■�■■ E■■■■■■■■■N■NRUE■■■■NONE■ ,�� �a■l��■�■�■l�i■r.�i ■■■■■■■ ■■■■■►\■■■FEED■■■ :������1 _ ■■■■■■■■■■■■■■■■■■ONE■■■■ '.� __ • • �■�il �;�■ ■■■■■■■■■■■■■■i►\■■■EEO■■■ �.■l J 77H — ■ COMPACTION TEST R - • - i CLIENT HOJECT ja,ECCC? �T!/1G'• /Gf.�.�.cl '�/a!! t DR. CLARENCE WELTI, PE, PC SUUECT P.O.BOX 397 ` ' GLASTONBURY,CONNECTICUT 06033 (860)633.4623 �Y da-/(/ GATE SHEET NO. ffrr�tx �r�ro�r 3 t5 • �o�i�� ,d•3 y w Q •� • >: Oil �4✓ •ri►iaN /N iH� a Appendix 3 Special Cross Sections Pavement Analyses CLIENT PROJECT ' DR. CLARENCE WELTI, PE, PC SUECT BJ c c TIT P.O.BOX 397 GLASTONBURY.CONNECTICUT 06033 (860)633-4623 sY DATE WIT NO.L_ ,fielep 4, , Ir ei 6. i i mow_ � — •— -- i •O o/l1Vc •F1'tIL � 1 AF AJ t f _ f � f i r 1 ' f f f CLIENT M PROJECT • L DR. CLARENCE WELTI, PE, PC wuEa Pam! P.O.BOX 397 / p GtASTONBURY,CONNECTICUT 06033 (860)633 a623 RY v DATE V / SHEET NO. 41 ' j 1 I I =-- [ - - . I i i • i + t , : j ' : l I ._ c P}t SOLVES: N A PSI 10910 W 4.2 — 1.5 10g10 18 a ZR*So+ 9.36*10910(SN+1) — 0.20 + + 2.32*109 8.07 1094 1 0.40 + (SN+1)5.19 T� o T� So — E Design Serviceability Loss PSI >Co 10 5>> _ 99.9 Q vi i 5.0 w 0 0 0 G: v 40 O Y O C, !� 0)..Cr C n M 20 99 .O 2 1.0 a J 0 0 o ca 10 a0 S 1-00 0 'a Cr �LG ' CC 0 1 .4 E c 1 0 90 .6 W 1 W o y .05 %a Cr 1 80 N I O5 I i 70 � 60 1 I 50 EJcOmple: 1. 2.0 .0 w18 � t JR�O 9 8 7 6 5 4 3 2 I R ' 9Z. o Design Structural Number, SN so �6„ w :' MR : 5000 psi `, u 4?T/• ?.o 20 yc ivy O r)o Solution: SN Figure 3.1. Design Chart for Flexible Pavements Based on Using Mean Values for Each Input ti c C NUUMAM SOLVES: N e PSI 10910[7.2 '- 1.5 1oc310 18 ZR*So+ 9.36*1og10(SZI+1) - 0.20 + + 2.32*log 8.07 1094 10 0.40 + (SN+1)5.19 so - E Design Serviceability Loss..--QPSI to >3 99.9 W O O y a Y C O C tt U) o a 20 I 99 .O .2 1.0 • G `o o a -0 10 i ap .5 ►-oo OIx 0 � a� J 4 I J I 0 90 .6 I W W .OS _� C 1 80 OS 70 j 60 I I SO Example: I. 2.0 p WIC /0�'000 9 8 7 6 S 4 3 2 I to q0 Design Structural Number, SN mit : 5000 psi j / 4 ps/, Zr 3 Solution: SN ti Figure 3.1. Design Chart for Flexible Pavements Based on Using Mean Values for Each Input fi ti 04 1 NWMAPH SOLVES: a PSI N 10910 4.2 — 1.5 10910 18 ZR*S0+ 9.36*1o910(STs+l) — 0.20 + *+ 2.32 1 1094 og10m2 — 8.07 0.40 + (SN+l)5.19 T� o TL 50 - `c E Design Serviceability Loss,�PSI o 10 �> 99.9 SA W c ° _ •y CE cr Y O O C 2 U) Q o aD a 20 99 .O .2 1.0 0 a of O �° a ° 'o ° r--� 0 cc O of I q EQ04 ! _0 0 .6 W u OS c 80 05 70 60 1. ! S0 E7tample: I. 2.0 .0 WI 9 C 7 6 5 4 3 R 2 I - �0 Design Structural Number, SN = oo' S° ��'"yam L� /.��� o MR = 5000 psi lo� � A Solution: SN T7 I?-, 1"T Figure 3.1. Design Chart for Flexible Pavements Based on Using Mean Values for Each Input ti N NaMOQtkM soivls: a Psi log 10 __. W 4.2 - 1.5 1og10 18 ZR*S0+ 9.36*log10(SN+l) - 0.20 + *+ 2.32 log 8.07 1094 lOHR 0.40 + (SWl)5.19 T� o TL 50 - E Design Serviceability Loss, PSI u o 03 to > 99.9 yA w c / / 0 o a)a v 20 \r"�' 4 1.0a10 o �VjoUjOScc A5 Example: 1. 2.0 ,0 WI8 9 8 7 6 S 4 } 2 1 R O 90 Design Structural Number, SN �• MR : 5000 Psi Q Solution: SN = 2.G /g/r c w& 64., r Figure 3.1. Design Chart for Flexible Pavements Based on Using Mean Values for Each Input 4 feet above finished pavement grade 2 Feet 12 De pth th Be low ow Subba se n 1/2" Stone on a Geotextile Underdrain Stone Wedge at Cut Slopes Maximum slope 2:1 4' .. Stone wedge should 3' extend down from this if point on a 1:1 slope 4" dia. perforated ADS pipe 3/8" stone on geotextile Stone Wedge at Cut Slopes 4 Top of Slope Defined by 2:1 Earth Existing Grade Slope Earth Slope Bench Will Vary Top of Bedrock ������� 1 4' - - - - - - - - - - - - - - - Rock Slope 1 1 1 Stone Wedge, 1/2" Stone 2 Proposed Grade 0 - 3' 0" Foundation Drain ,Trench Backfilled with 1/2" Stone Slone Detail Target Store Buckland Hills Drive Manchester, CT 2/5/99 Appendix 4 Blasting Controls BLAS-UN *. A. Any and all blasting activities required for rock removal shall be conducted in accordance with the requirements of the applicable local, state, and federal codes and regulations. All handling, loading, detonation and effectiveness evaluation shall be conducted by or in the presence of a licensed explosive expert The explosives expert's license number shall appear on all correspondence, reports, or other documentary memoranda regarding the blasting activities. B. A complete record of conditions for each and every detonation taking place on the site shall be prepared and delivered within 25 hours to the Project Engineer following initiation of the detonation. The record shall include a sketch of the charged area prior to initiation, location and loading for each hole, burden, spacing, types/amounts of explosive agent used, delays employed and delay pattern,and other associated information. The report must be signed by the individual performing the detonation. C. A pre-blast inspection of all structures, buildings, and facilities within 1500 feet of the area requiring blasting shall be performed prior to the beginning of any excavation program. Such inspection shall be documented with recorded or written notations, photographs, or other method, and shall be conducted in the presence of the owner of the inspected item or his designated agent. A copy of a report prepared,from the inspection shall be provided to the Project Engineer prior to commencement of any blasting, and the report shall be maintained in the permanent file for the project. D. Any and all blasting shall be monitored by a qualified seismologist or other expert in the vibrational and acoustic effects of blasting, who shall also make available the appropriate equipment for such monitoring. The seismologist must report his measurements and any recommendations drawn from the measurements as soon as possible following initiation of the charges so that any changes to charge or pattern may be made efficiently. No more than 24 hours will be allowed for the seismologist's information to be presented following charge initiation unless otherwise permitted (in writing) by the Project Engineer. The seismologist or other expert must make himself available for consultation regarding charges, charge effects, evaluation of special conditions, etc. E. The following limitations to ground vibrations and acoustic over pressures shall apply as guidelines to the blasting activity: Ground Vibration: Ground vibrations no greater than 2.00 inches per second of peak particle velocity in either vertical, transverse, or longitudinal direction, as measured at the nearest structure, are permitted. This upper limit shall not apply if, in the opinion of the seismologist or other expert, a lower or higher level is appropriate for the existing conditions. The reasons for any change to the guideline level must be provided in writing to the Project Engineer prior to charge initiation. 2 Acoustic Overpressure: Acoustic over pressures (air blast noise) shall not exceed 0.01 lb/in N (equivalent to about 130 dbA or 0.69 millibars) at the nearest structure of concern to the blasting site. This upper limit shall not apply if, in the opinion of the seismologist or other expert, a higher or lower limit is appropriate for existing conditions. The reasons for any changes must be provided in writing to the Project Engineer prior to charge initiation. F. All rock excavations requiring blasting shall be line drilled around the periphery of the area to be blasted and pre-split by detonation of charges placed in alternate holes (i.e., an unloaded hole between each pair of loaded holes). All line drill holes shall be on no more than 18-inch centers along the design drawing cut lines, and shall proceed no deeper than 1.0 foot below design cut base elevation. Charge per foot loading shall be the responsibility of the explosive expert and shall be maintained at a minimum level consistent with establishment of a pre-split face without backbreak or significant fragmentation effect. All pre-splitting shall be accomplished prior to and separate from any production blasting activity. G. The explosives expert shall bring, or have brought to him, sufficient explosives for each day of activity at the beginning of the day, and remove excess at day's end. No explosives or explosive agents shall remain on the site between sunset and the next day's sunrise. If, in the event that explosives or explosive agents must remain overnight onsite, an armed guard must be provided for the area where such materials are for the night-time hours. r y CHORCHE S & NOVAK, P.C. ` ATTORNEYS A,r LAW 1.260 SILAS DEANS HIGHWAY WETHERSFIELD, CT 06109-4331 (860) 257-1980 TEIAE:COPIER (860) 257-1988 MARTTVi CHORCHES ANTHONY S.NOVAK• -ALSO ADNffTTED IN FLOFMA April 1, 1999 Mr. Frank Castro, Jr. Planning & Zoning Commission Town of South Windsor 1540 Sullivan Avenue South Windsor, CT 06074 RE: Public Hearing of April 6, 1999 of Application by Lowes and Target Stores Dear Mr. Castro: This letter is being written as counsel for William Krawski, Sr. , the owner of approximately 20 acres of land fronting Buckland Road and Felt Road aka Ridge Road. I have been notified this afternoon that a public hearing is scheduled for April 6, 1999 on an application by Lowes and Target stores for a commercial development on property adjacent to land of William Krawski, Sr. Mr. Krawski was formerly in a Chapter 11. bankruptcy case, but has recently successfully completed his bankruptcy reorganization plan and paid all his creditors 1000 . Mr. Krawski in a financial position to develop his property. This letter is to serve as a formal objection to any proposal by Lowes, Target or any other commercial proposal which would attempt to impact or close the use or access by Mr. Krawski of Felt Road aka Ridge Road which is located to the rear of Mr. Krawski' s property. It is my understanding that said projects may impact on the existence of Ridge Road aka Felt Road aka Stagecoach Road which appears to be a road or record as shown on town maps and tax records which are further found in the Windsor Land Records as noted on certain maps found in Vol. 8 at Pgs. 1-11 and Vol. 11 at Pgs. 1-18 . A walk through the area reveals the existence of an ancient roadbed which borders the Krawski property as referenced above. This roadbed runs approximately North and South on the level top of a ridge to the Manchester town line. I have been unable to locate any public hearing records or other documents indicating that this road was officially abandoned by the Town of Windsor or subsequently by the Town of South Windsor. Consequently, any infringement or development which encroach upon this 100, right of way East of the Krawski and Reichle properties is inappropriate and should not be approved by the Planning & Zoning Commission. Mr. Krawski has continued to pay real estate taxes to the Town of South Windsor as road frontage property on the Felt Road border. 1 In the alternative, if evidence does exist that said 100 ' wide road had been officially abandoned by the Town of Windsor or subsequently the Town of South Windsor, it is my understanding of the law of road abandonment that a former roadbed reverts equally to adjoining property owners. Consequently, 50' of said roadbed would revert to William Krawski, Sr. In addition, said roadbed may still be a viable road for the purposes of adjoining landowners even though said road may have been officially abandoned. Therefore, both Mr. Krawski and adjoining landowners may have the right to continue to use this 100 ' strip as a private road. Without the consent of all adjoining landowners, including Mr. Krawski, no developer can appropriate said roadbed for building lots, parking lots or other direct usage other than passage. Mr. Krawski does not consent at this time to the taking and utilization of this roadbed for building lots or development. Due to the impact that the proposed developments may have on Mr. William Krawski' s adjoining real estate, I strongly urge the Planning & Zoning Commission to reject any development plans affecting this roadbed. Mr. Krawski does not object to the reopening of Felt Road as a town road and improvements to the road as a town road. In the event the Commission does approve a development plan which provides for a private use or taking of this roadbed, Mr. Krawski will exercise all options available to him against the town under applicable law. Very truly yours, CHORCHES & NOVAK, P.C. Antho Novak ASN/mh cc: W. Krawski Matthew Galligan, Town Manager r • �t 1 STORMWATER MANAGEMENT REPORT NORTHERN HILLS BUCKLAND STREET MANCHESTER,CT BUCKLAND ROAD SOUTH WINDSOR,CT AUGUST 10, 1999 COFUSS&O'Neill Inc. Consulting Engineers 146 Hartford Road,Manchester,CT 06040-5921 TEL 86o 646.2469 FAX 86o 643-6313 1200 Converse Street,Longmeadow,MA 01106-1721 TEL 413 567-9886 FAX 413 567-8936 140 Sherman Street,Fairfield,CT 06430.5822 TEL 2o3 256-1790 FAX 203 256-5742 410 North Broadway,East Providence,RI 02914 TEL 401 434-9760 FAX 401434-9920 Fuss&O'Neill Inc. TABLE OF CONTENTS A. Stormwater Management Report B. Gutter Flow Analysis & Storm Sewer System Design C. Detention Basin No. 1 D. Detention Basin No. 2 96481\A I\945\GJM0810A.WPD Corres. Fuss.&O;Neill Inc. A - Stormwater Management Report Fuss&O'Neill Inc. This project is located east of Buckland Street/Road and north of Buckland Hills Drive. The southern portion is located in Manchester with the remainder in South Windsor. Presently, the site drains as sheet flow southerly to Buckland Hills Drive, westerly to Buckland Street/Road and northerly to two wetlands at the north boundary. The proposed drainage systems collects runoff from the proposed site development and from property east of the proposed development that is presently vacant. The design assumes that the vacant land will be fully developed. The system draining south to Buckland Hills Drive connects to an existing 18"pipe that discharges to the wetland south of the road. The design flow to this pipe is 10 cfs and the capacity of the pipe is 17 cfs. The wetland drains to a culvert under Buckland Street and into Buggee Stowe Pond. This system was designed in connection with the Pavilions at Buckland Hills and the DOT reconstruction of Route I-84 to accommodate full upstream development. The area in South Windsor that drains west to Buckland Road passes through Detention Basin No. 1,located just south of the northerly entrance to the proposed project. The peak flows are attenuated as follows: PEAK FLOWS STORM EXISTING PROPOSED 10 Yr. 9.9 cfs 4.3 cfs 25 Yr. 12.3 cfs 4.6 cfs 100 Yr. 18.7 cfs 7.8 cfs The area in South Windsor that drains to the north property line is directed to Detention Basin No. 2. This basin discharges to this wetland at the property line. The basin is located just north of the northerly entrance to the proposed project. The peak flows are attenuated as follows: PEAK FLOWS STORM EXISTING PROPOSED 10 Yr. 11.7 cfs 11.3 cfs 25 Yr. 15.1 cfs 13.0 cfs 100 Yr. 24.3 cfs 17.0 cfs The criteria used to design the storm drain systems and detention basins in each town are shown in Table No. 1. All wetland boundaries are shown on the attached topographic maps. Flood Insurance Studies (FEMA) did not include this area. The discharges to the south and from Detention Basin No. 1 are to existing pipe systems with adequate capacity. The discharge from Detention Basin No. 2 passes through a concrete impact basin and discharges to a wetland that includes a small brook with ample capacity for the flow. 96481\A 1\945\GJM0810A.W PD Corres. f Fuss&O'Neill Inc. TABLE NO. 1 ITEM MANCHESTER SOUTH WINDSOR STORM SEWER SYSTEM Design Storm 25 Yr. 10 Yr. Time of Concentration Seelye Chart same Runoff Coefficient Weighted Average same Rainfall Intensity DOT Hartford Chart same Peak Rate of Flow (Q) Rational Method same Gutter Flow Analysis DOT Charts same Pipe Capacity Maning's Formula same Pipe Type RCP same j Roughness Coefficient .015 same Velocity At Design Q same Headwater(HW) Federal Hwy Admin Chart#1 same Minimum Pipe Size 15" same DETENTION BASINS Routing Method N/A SCS TR-20 Storms for Zero Increase N/A 2, 10, 25 & 100 Yr. Type Storms N/A 24-hour Type III Antecedent Moisture N/A Condition 2 Time of Concentration N/A SCS TR-55 Chap.3 Emergency Spillway N/A 100 Yr. Peak Flow 24-hour Rainfall Depth N/A U.S. Weather Bureau TP-40 96481\A 1\945\GJM0810A.WPD Corres. Fuss&O'Neill Inc. There is no significant storage available in the portion of the project in Manchester. The available storage in South Windsor at the top of berms in the detention basins is as follows: Detention Basin No. 1 = 2.386 Ac. Ft Detention Basin No. 2 = 3.622 Ac. Ft 6.008 Ac. Ft = 261,700 Cu. Ft = 1,958,000 Gal. Maximum storage used is as follows: STORM DETENT#1 DETENT#2 2 Yr. 0.569 Ac. Ft 1.346Ac. Ft 10 Yr. .991 2.215 25 Yr. 1.151 2.547 100 Yr. 1.345 3.251 Because of the location of Detention Basin No. 1, the only possible location for an emergency spillway discharge is directly to Buckland Road. The peak water spillway is set at elevation 171.00, so this is 1.13 feet of storage over the 100 year storm. This provides 0.35 average feet of storage. The emergency spillway for both detention basins provide capacity equal to the full inflow of a 100 year storm before topping the berm. Following are the times to completely drain the detention basins and to drain to a depth of 6 inches from the peak elevation. A depth of one inch is considered empty. Drain Completely Drain to 6" Depth Detention Basin #1 2 Yr. 11.61 hr. 11.2 hr. 10 Yr. 12.6 12.4 25 Yr. 13.1 12.8 100 Yr. 14.0 13.8 Detention Basin #2 2 Yr. 12.5 hr. 7.1 hr. 10 Yr. 12.6 8.3 25 Yr. 12.7 9.1 100 Yr. 13.0 11.9 The berms for the detention basins will be constructed of material with a minimum of 10% passing the #200 sieve, and 100%passing the 5 inch sieve. The outlets from the detention basins will be protected from clogging by chain link fence as shown on the plans. The slopes and bottom of the basins will be planted in grass. 96481\A 1\945\GJM0810A.WPD Corres. { Fuss&O'Neill Inc. B - Gutter Flow Analysis & Storm Sewer System Design r -6b r J W INLET STATION W ly AND OFFSET ``\ I -J I j Cl I 4C- N T I M E TO INLET 4k ' • 0 ` w w AREA IN ACRES ir� f`j,. '� � � Co L4 � 1;zo RUNOFF COEFFICIENT N. ,� :� AI N os SUM OF Al o (l S ; TOTAL Al V` LIN -�� j a� RAINFALL INTENSITY tN Cam° s �✓ ri Q 6" J ' # � ca 0 TO INLET �6yl., 09 .)4. fit!d Lv SGJ.� O` GRADE OF GUTTER V Ff CROSS SLOPE OF SHOULDER ` — DEPTH OF FLOW w ro AT GUTTER WIDTH OF FLOW G p rA �, 0 BYPASSING INLET AI BYPASSING INLET +► Al ENTERING ,J N �j Q' CATCH BASIN �oN 133HS AS 03H03H0 Wmail 1 3a1S 0b—,b 31 0 .4W 03NJIS3a > r eV V4 f44 Z1�'//���/ 03P021d I'Z Wa0� SISA-IVNV MO-1-4 a3iino aOSONIM Hif10S 40 NMOl -6b- r, (`� "` _ INLET STATION Q °0 AND OFFSET J Q ro TIME TO INLET NLaAREA IN ACRES v a O :1 �OO v RUNOFF COEFFICIENT N -c H I a AI 'av Q rn SUM OF Al L v� ti TOTAL Al* ch 4 Ln j :`� co RAINFALL INTENSITY ".G Q0 Q TOO INLET • (Z' r 69 Q G p GRADE OF GUTTER 0 CROSS SLOPE OF SHOULDER N DEPTH OF FLOW o J AT GUTTER w W WIDTH OF FLOW Q — — Q BYPASSING INLET s o � N �! �, AI BYPASSING INLET rj pq X kj AI ENTERING CATCH BASIN 181SoN 133HS A8 03)103H0 Wald `W g-n i fil tV V-S f4-L?AC7►N 31va A803NJIS30 103rOHd I'Z WaO� SISAIdNV MOIJ 83.Lino 80SONIM HinoS JO NMOl TOWN OF SOUTH WINDSOR GUTTER FLOW ANALYSIS FORM 2.1 PROJECT, ` IV �)DESIGNED 8 / DATE eN tl -� STRE T FIRM) ` CHECKED BY SHEET No t�G�c�A-lvlS F'vss4, O ,vc-iL.L 3 N I S d 8 H ldo ca M ONIN31N3IV . , c: 13IN1 JNISSddkeiv 13IN1 JNISSVd kS 0 s MOId dO HIOIM M it's rJ to M �• a . • S M I CIO t 311 n J iv MOId d0 H1d3G N30In0HS d0 3dOIS SS080 — ' r`) Q t 2i 311nJ d0 30V80 W 3Je 13INI 01 0 a • d o . t AIISN31NI IlddNIVN IDCi As, Id Ib101 ti IV zio wns IV 1N313Idd303 ddoNna #�•- „ ; a , S3H3V NI V38d • �. -T 13 I N 101 31001 13Sdd0 GNd _ N0I1d1S 13INI _aq_ PREPARED DATE CHECKED DATE PROJECT NO. Fuss&O'Neill Inc. Consulting bkgi veers BY -76 BY q&-431 A IU 000 SHEET NO. of 3� 116 = ohs =c CA 4 �. G r► ss X .wU > .dfoo _1�5 Sr t•'7n1C>' ti/414. P0, 1d/4(k C � �1 �JA. FO-#110 PREPARED DATE CHECKED DATE PROJECT NO. -Q FUSS&O'Neill Inc. Consniting Engineers BY Z BY �&- "ri ItO ��� /Z �Lf s �g SHEET NO. of 7e� 10 At pvj. x ,do zJoao c t � GQ �z� c & �� � . At. Pot. �4 A.f .6-kncs FO-#110 3joo �_ FUSS&O'Neill Inc. Consulting Engineers PREPARED DATE CHECKED DATE PROJECT NO. $'�'��/fig BY `�.146 v �t. .S EET NO. 0 -, --- 03 — - Y Pe f g - s Bii,Q L 2 9 -, t { s .eat { - , 3 r , 3 s.� d3� = . • 1 ��- - - _ -_ 1. i� - ,���.� ---:�. i.�� -�•�`� - - � Z z ._ Jy i i - • �3 s a t w Lis— At,Lk e i frcjlol PREPARED DATE CHECKED DATE PROJECT NO. Fuss&O Neill Inc. Consuhinq Engineers BYBY No-4 r/ N 0 X3/1 t It tt SHEET NO. Of - - - •. - - — C�iq T i - . , Oct 0 r .� Z f. F ir f i s i e a f a k k a L _Lg (%j !`J N ON vv r � , LINE SEGMENT r ro TIME TO INLET ' N w TIME IN PIPE C`/ X ;� �) �j ;j p .A ACCUMULATED TIME F N AI ENTERING CATCH BASIN -v, r-J ' SUM OF Al \n. ,j IN SYSTEM N , L,% Yl vNti RAINFALL INTENSITY ` •_ w Q IN SYSTEM oO co PIPE SIZE i. t.,y LENGTH OF PIPE tIt — SLOPE ro AVERAGE VELOCITY 'J r — FULL CAPACITY ,J � ' • • p HEADWATER sse�� ynt'C�1>���� j ioN 133HS ,ke Q3)103HO INHU 133a1S 31 30�a , 8 03NJIS �3 H�..?J ON10aroad Z'ZisHO-4 NOIS36 10131SAS H3AA3S MHO1S 80SONIM H1f10S -40 NMOl �y LINE SEGMENT `' N TIME TO INLET if I r�J w TIME IN PIPE '9 IJ Z' A ACCUMULATED TIME . . N • a r ' W AI ENTERING vJ c> a CATCH BASIN a [Rll.� Lv "� SUM OF Al - dv -"Q, - -24 -sa IN SYSTEM LA - - i ` • i� .� •, y RAINFALL INTENSITY N � W CD Q IN SYSTEM _ ecli fj r I, , yy p . , co PIPE SIZE LENGTH OF PIPE SLOPE vk =J - `j "'� •"� %� 'N ro AVERAGE VELOCITY G w FULL CAPACITY G4- LwP I)-'- i�- V Z-�- :0- 1 w w w N N ri t N rs HEADWATER a -4-T One - 1 14 93HS sS70� yol,�, oN As a3)103HO W2il� 133a1S �v 31�'a a NJiS3a W-3 ViIW0A103f OHd Z'EiNHOA N9IS3Q W31SAS H3M3S YIINOIS 8OSONIM Hif10S -40 NM01 ci W (j �1 C`1 � � � J � x - LINE SEGMENT c,4 w -� w TIME TO INLET TIME IN PIPE vi pi 6_ j � U` W .,I a ACCUMULATED TIME ' r 4 �"� • AI ENTERING oc © N CATCH BASIN -j SUM OF AI .Ccr IN SYSTEM ` a a^j , N RAINFALL INTENSITY co Q IN SYSTEM tv w PIPE SIZE LENGTH OF PIPE r w s a 4 ca fl SLOPE - liv I — d d Px[ •" �'` '`f �-'`� s %� =� N AVERAGE VELOCITY Vi - a FULL CAPACITY 'J - I Z HEADWATER Ini oN 133HS AS 03)103HO ` SSw ^,� � 133HIS 8 va a3Ns spa �a13 H�.Wo/y 133POHd 13,z fluoi NOIS3a 1431SAS S3M3S ViblO1S 80SONIM Hino0 .:10 NM01 TOWN OF SOUTH WINDSOR STORM SEWER SYSTEM DESIGN FORM2.2 PROJECT lle"t-t SIGNED BY DATE A/o R T H Flz tv 141 L U S M, STREET l.9 LA�V� FIRM CHECKED BY SHEET No � Gk � �S 1 t7 ' Sul N31vmav3H ' N - I Allovdv� 11nd _ "" � A110013A 30V83AV a 3do1S - "j 3did d0 HION31 7 3ZIS 3did 4 r P W31SAS NI 0 cO . AIISN31NI 11vdNIVH ►� M M M _ W31SAS NI ? I� � Iv do wns NISv8 H31v0 o Q / ON1831N3 Id , 316111 031v1nWn00v �t 9 gas �j c-� 3did NI 31AI11 131N1 Ol 31AI11 c\j = 1 /'" 1N316193S 3N11 4 r C A Fuss&O'Neill Inc. . j C - Detention Basin No. 1 PREPARED ATE CHECKED DATE PROJECT NO. j3O Fuss&O Neill Inc. Consulting Engineers BY g�3 BY Qfr-4 f I A �lJ'd/2•F�'}��/G � �,,t�L S SHEET NO. of q. k - RR . G i / iO3 �t�lf•CL_ � 1 � _ iO�F� 51.3� T V . �f►� 721, - i (vQI1..I(QCv47 5-0a(77)4d -too L:) ISx (VOI t'gn107 '9 01 LSAT5 100 17 a s y ON L'V9 'rnnt rn p`"i LIST 8F INPUT DATA FOR TR-20 HYDROLOGY****************** JOB TR-20 FULLFRINT SUMMARY NOPLOTS TITLE 001 LOWES NW DETENTION BASIN 5 RAINFL 3 ,20 B 0.0 0.002 0.004 OlOO6 0.006 8 0.010 0.012 0,014 0.016 0.018 8 0.020 0.022 0.024 0.027 0.029 8 0.031 0,034 01036 0.038 0.041 5 0.043 0.046 0.045 0,051 0.054 8 0.057 0.060 0,063 0,066 0.069 rf 0.0rt tixr,f., 0.079 0.082 tJx00.5 0.093 0.097 0,103 8 0,115 0.121 0.127 0,134 0.140 O,I48 0.155 0.1 c,3 0,171 1),18(1 ttx 189 0.199 01,210 n ry-is , ti.G ta.E35L, B U (' 256 t} '7L�= }, 3 12f 0.2❑7 0 7f , 8 0.500 0,638 O.L84 Ox714 0,734 t},751 0,766 0,779 tl,;"-(j 01801 8 0,811 0.82i 0,829 008 0.845 8 0,053 S},860 0,8667 0,674 :},HP,f} B 0.8,96 0.89'_ 0.B98 CIx4F;? (1,908 B 0.911 t},9I5 0,919 0.422 0.425 0,924 t},932 0.435 0,-36 0,941 8 0.444 0.946 0,949 0,452 0.455 ❑a= U. 151 i,76 t .9612 ❑ 5 0,9-67.0,969 0,972 0,474 0,976 0.978 B 0.98E Or 90-7 ti.985 0.987 ('-.989 0.99E 0.993 0 495 0.99, 0,94t} 410 h r` l- },L�157,3 t},f° 16c',fr E<.7 1036 r 162.^ 2,6 .316 164.0 3,6 ,656 8 166,:^= 4.40 1.0276 167, i 4,70 1,221 16B,6 7,20 1,426 170,0 11,6 I,B66 14.4 2.336 ❑ ENDTBL 6 RUNOFF 1 001 1 ,01109 70.0 .34 1 1 1 6 RUNOFF 1 082 2 xO10 95.0 .17 1 '_ 6 RESUOR 2 OIL 2 3 1,59,4 ENDATA 7 INCREN 6 .10 OMPUT 7 001 Oi 0.6 3,15 1,t} _ 4a vL xa4Stl-BO LIST OF INPIf DATA tCONTINiJE01 � # fff� ENDCMP 1 7 COMPUT 7 001 01 0.0 4.8 1.0 3 2 01 i+t ENBCMP 1 7 COMPUT 7 tall Oi 0.0 5.4 1.0 3 2 01 25 ENCMP 1 7 COMPUT 7 001 01 0.0 6.9 1.0 3 2 01 99 ENDUP 1 ENDJOB 2 Ytx � tENu OF 0.0-90 LIST *'fg * t TR20 XEQ 08-04-99 07:15 LOBES Nit RETENTION BASIN J0 1 PASS 1 REV PC 09/83(,2) PAGE EXECUTIVE CONTROL OPERATION INCREM MAIN TIME INCREMENT = .10 HOURS RECORD 1D EXECUTIVE CONTROL OPERATION COMPUT FROM XSECTION I TO STRUCTURE 1 RECORD ID STARTING TIME _ .00 RAIN DEPTH = 3.15 RAIN DURATIOPd= 1.00 RAIN TABLE NO,= 3 ANT, MOIST, COND= 2 ALTERNATE NO.= 1 STORM NO.= 2 MAIN TIME INCREMENT = .10 HOURS OPERATION RUNOFF CROSS SECTION 1 OUTPUT HYDROGRAPH= 1 AREA= ,01 SO MI INPUT RUNOFF CURVE= 70, TIME OF CONCENTRATION= .34 HOURS INTERNAL HYDROGRAPH TIME INCREMENT= 049 HOURS PPA" TIME(HRS) PEAK UISCHARGE(CFS) PEAS. ELEVATION(FEET) { �n 7 n i2.32 ..3a9_ (RUNOFF) TIMF(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INCREMENT = iv HOURS DRAINAGE AREA = Of 5Q,11I, 11:00 DISCHG 00 00 ,0% f1i! 00 02 12a0i} DISCHG 1:22 2.2.3 3x27 3,90 3.64 2.9.3 2,24 1,71 1,37 1.16 13.00 DIS'HR 1,02 .92 85 .aft 75 70 65 62 160 59 14,00 RISCHG 57 .55 55 53 51 48 eo 40 4`,18 1 ,i;i7 DISFHG 43 4.3 42 a41 40 40 40 0 .38 6 6_0",1 DISC HG 36 35 35 a35 35 35 33 ,.31 3+? 09 DIP"sir 26 �` r`' '' 23 y f; iG f t] ttt, `!t '"� i 'i i n , i i i Si:HG �.O ,cc =1 2i.! 7 !:: .a a a f910i DISH% 18 i{ 1!6 115 = 17 +e 119 on,f!'q DISCHG aft ,f5 ih .16 .16 .15 ,ta ,i6 iF, '!4 L:,t t(} DISC ,13 ,e 3 ,1+.3 a i�W a 1 5 a 14 ,I ,13 ,! 13 DISCHG ,i5 16 1' f1f'! DISC:H!= 13 .43 .13 13 .13 13 {1 v; '1 ia' en` �. :_k,01! _!tCH_ G .24 3 .31 ,{.7 .02 ! - i _ t! BASER ! - p !!C{i A' CT` c r n �'��e E i RUNOFF it,i_IIM_ ABOVE BAS Et:-OW - 1 WATERS,lt_'1, 1NC.HcS- ,i.70 CFS-HR a 47 ACR`L-FEET; BASEFLOW = 0V CF,:, O EEnnT O i RUNOFF CROSS n n SECTION OUTPUT HYD "P-u= '_' AREA= 01 M" MI INPUT RUNOFF CURVE= 95, TTME OF CONCP.N.TR"T n"f- iif ' HOURS INTERNAL HYDROGRAPH TIME INCREMENT= ,0227 HOURS PEAK. TIME(HRS) PEAK. DISCHARGE(CFS) PEAK ELEVATION(FEET) i2,16 14,45 (RUNOFF) RUNOFF VOLUME ABOVE BASEFLON = 2,61 WATERSHED INCHP i 18,39 FS-f2S1 1,52 ANC-FEET; BASER OW = Oil C,rS OPERATION RESVOR STRUCTURE f INPUT HYDROGRAPH= 2 OUTPUT HYDROGRAPH= 3 SURFACE ELEVATION:= 159,40 TR20 XE8 08-04-99 07:19 CCWES NW DETENTION BASIN iU° 1 DASH 1. REV PC 09f83(,2) PAGE 2 4 PEAK TINE(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.61 3.35 163.49 TiME(HRS) FIRST HYvRGGRAPH POINT = ,00 HOURS TINE INCREMENT = .10 HOURS DRAINAGE AREA = 101 SIP—MI. 3100 DISCHG C{0 .00 .00 ,00 .00 .00 :00 .00 .00 '1 3100 EfEV 159,40 159,40 159,40 159,40 159,40 15-9,40 159,40 159,40 159.40 159,41 4,00 D1SCHG ,01 101 .01 02 .02 03 .03 ,03 . 1- r 4,0 E!EV 159,41 159.41 159.41 159.42 159.42 159.42 159,42 i59,43 159,43 159.43 5,00 D I SCHG ,0` 05 015 ,06 07 37 07 100 0 {I C(C ts' 44 ac.(} i 9S 159,46 a5^- L tc0 Rr '�T •Sn V _59 1, •,44 a59.44 159,4.T 159,45 t._,7,4 1.�,47 {. 7,41 Oct ftt._ 08 ,09 .09 .1t: i0 .11 12 .12 12 { r Ci-r! +S rj +� s n- re.z r� s p e a-- s c• e- T 6.,{C Cl 159, 7 159,4S 159,4IS €53.42 159,49 1sr..:0 tj:l„JD 1.,J°. ,y 159,.af! 11°,,cri 7,00 L!i4Ci1!3 1.3 1' 1c _ th t i li9 2 n 14 (1fs Ei EV irJ c• tsa sn 1 c� tc {e cc ^n GL -- s eC ^r: a �t.a_ .,;r.,:t t�r,..yL S...J.� 159,5.� L..19,54 ,L9„J,, �._, , _`: ,•E5 1=-, 7 1597.61 =.00 I)1C CH.r. 26 27 29 x30 3t ,32 ,34 36 ,37 3= ,00 E_EV 159.62 1.`9,6.3 '=q L- 159,EF I5° " 15° f4 159,69 1:-9,71 159,71_ ji",72 t er.,.5 _ 66 r,6( r,�k; .. o Iltl P e _r. d ;I341%k1 i 42+. 43 45 47 48 5 fir 1.9.7 54 57 a r.s ten7=.ru 59,n7 F59,88157,(( 159,13 150.80 ur,ii ! i.0,i10 DI8L..H1 . y7 61 4 66 .I) 7 ,7' 74 =76 * : V icn -t ,_ �s , acg.9f t ,i?,ilfi 16^=3i tLn f� fl,si, !4 t6C.f•.6 tEii,t�Q t)�3 ELEr _!7,?,) t-t9=72 1 ,.94 to i6o.J-.. l 1 y ' 16_ ,a4 ,87 : ,9.j 1,f){s i.t`7 1.16 i.31 j,SCi i i„0 i CV 160,111 160,14 i 4ol tr i tt'r,21. 160,26 16t;,32 it 61},..39 160.49 160,64 160,93 IiI'36= 2205- 2.62 ?,v~ J.t-Z _,27 3,? ?,�? 3' 3 r,E iV E'EV 161,42 4 t L^ ^9 '_6? t 6 t .3 34 i 63 "6 a x 4 163,47 163,42 16.3.3' iGt•�-;r J. 3,ir ,.,i 3=1�+ ?,66 ?.02, ,_.9T >_,-93 1),`G '.31 00 E`-1 t 3,30 16-3,23 163,1.6 i 63,0 9 163,01 162.92 16 "4 162,75 162,66 16le 58, 4 00PTSf'G•' pe n rr-•_r, n r n n `C• - •, - C - _ry n dt ^ i4,00 FLEV 162, 9 , { n jx- 24 t6 '62,0? a6t,99 ''='1 n9 :. 1. i"1 j t__V 4 1� x41 6L:.} ;�.:. 6r'= L t. , a_.r .6.,0. ,I,Tii °=0Ol )ISCHE =,?4 2=16 ..=t:n 2.01 1.94 1,°° 1,8? i,76 1 1 L _ 1.,7i :4 t-x IL1,_4 ia t.46 , L1 .ii ;_t_.j_, 4 iLt,i1a j�:i,ti 161,05 160,990 nj 21FL ' 16,06 DiSCH r, _,59 1,54 1,49 1,44 1,40 1.76, s i1. 7 t f3 + 1q 1,=,Ot -1 EV 16 F:94 160,88 i bit,8.3 i ht',7R 160,74 1 t_ i 6{),65 =).6v 16t;,56 'hf;,52 17.00 ull5" 1,11 1,ti7 ir3 1,%I:s 9' 94 i1 _. =34 43 1.6,0 lfy11,39 x`y �>� iLii,32 1•ii,��' it0 1-` faj. 1f(! in 160 1c t e i!(i "TS"H" 82 8i1 77 ='4 72 ,7ii _ .6° 56 :;.sit? r'�V 16i =11 1%� 1? airs ryq 1�' ,+ 6' ", 1tt,=iti? !`:9,9G i-i9,Y? j59-oc 1iz9,r:; .. - i.:.v iy:, Cuv, ,{{ J5 i IJ,cF., l�et�t! II.T t„li' eJ4 .41e4i. 1•17 ( ac9.159,3) t�7,77 1cC,75 159,1�; i`9,72 159,72 1_57,711. 159,70j U I S,C G3T 3t 3L i 129 .29 .26 I C tt59,69 , a c rs e t7,i.; 4 15Q,68 1-9,G7 157,67 15.9t66 159,65 -_9.6-5 159.65 159,65 159.64 i± OG OTS 1 ,.Cr .i _2 .77 ,.__ .26 — ,24 '?t l.:'i C_I__CJ t59,E3 15_9,6?•, 159,63 15 .6 15n,G3 1.7,6^ 159.61 ,I 159 x- ,. Itti i1If.He:, .•?� ,tG 14 74 :214 ,24 ,24 22.00 t)EV _s7,61 i59,62 15c?.A2 159.62 1`:9161 159,61 159,60 t59,60 1`19,61! {57,6ti n7 AO rV igGttr 1_' 4 c rr c. cn t 5 as sT i- jcy {S p .. _i_Ld lL„ ,:� �yY,. 7 1•J9,�= i!9,;� 59,:.9 L.19,-14 157,59 ,! ,58 '59,57 159,57 24.00 ?}1SCHG -`1 .34 35 31 _- ?? 2 i 1'r .14 12 24,00 E EV 159,63 1`9,6° 1a9 t! 159 ' 159,c3 =v. j , iSn z {y _ ( ,6 _ 1._i.60 _5`,51 1.59,54 1 59,52 159,5, TR20 XEY 08-04-99 07:19 LOWES NW DETENTION BASIN ,Ji?B 1 `ASS REV PC 09/23(.2) PARE 3 25.00 DISCH6 .10 '09 OR .06 .05 .05 .04 .03 .03 .02 23.00 ELEV 159.47 159.48 159.46 159.45 159.45 159.44 159.43 159,43 154.42 159.42 26.00 DISCH6 .02 .02 .02 ,Oi .01 .01 .01 26.00 ELEV 159.42 159.42 159.41 159.41 159.41 159.41 159.41 RUNOFF VOLUME ABOVE BASEFLOW = 2.61 WATERSHED INCHES. 18.39 CFS-HR67 1.52 ACRE-FEET] BASEFLL!W = .00 CES EXECUTIVE CONTROL OPERATION ENDCMI COMPUTATIONS C1IM LETEtj FOR BASS 1 RECORD ID TR20 XEQ 08-04-99 07:19 LSWES NW DETENTION BASIN JOB 1 PASS 2 REV PC 09/83(.2) PAGE 4 EXECUTIVE CONTROL OPERATION COMPUT FROM XSECTION i TO STRUCTURE I RECORD ID STARTING TIME = .00 RAIN DEPTH = 4.80 RAIN DURATION= 1.00 RAIN TALE NO,= 3 ANT. MOIST. COND= 2 ALTERNATE NO,= 1 STORM NO.=10 MAIN TIME INCREMENT = .10 HOURS OPERATION RUNOFF CROSS SECTION I OUTPUT HiDROGRAPH= I AREA= .01 SO MI INPUT RUNOFF CURVE= 70, TIME OF CONCENTRATION= 34 HOURS INTERNAL HYDROGRAPH TIME INCREMENT= 0453 HOURS PEAT: TIME(HRS) PEA:: D.ISCHARSE(CFS) PEAT; ELEVATION(FEET) 12.311 9190 (RUNOFF) TREWS) FIRST HYDROSRAPH POINT = 00 HMMS TIME INCREMENT = 110 HOURS DRAINAGE AREA = 01 E .MI, 1100 DISCHG .01 .02 .03 .05 .07 .09 .11 ,14 .17 .21 11.00 DiSCHO 25 .29 .34 .40 .49 .60 .72 14 440 A3 12.00 DISCHO 4.3B 6.04 F.94 190 8.07 LOS `.12 VO4 L02 15. 13.00 015CHO L 20 L 96 1.81 1.69 1.50 1,47 L 37 1,29 1.24 ._21 14.00 DISCHO LIS 1.14 1.13 1.10 1.04 .90 97 197 32 A7 Wo DISCHO .87 .88 186 183 .82 ,nl .81 .SO .77 a 16.00 D ISCHS .71 .70 .70 ,70 .70 .69 .66 .62 so .58 1710CI DISCHO `1 .44 ,44 .45 .46 .46 43 .39 .37 , 15.00 DISCHS .40 .43 41 .39 .37 .36 136 .36 .3 .36 19.00 r SCH 36 � •fin 2r a 6 ;lI„�aa5 ,.r=., ,3.� ._,. , .� ,30 ,33 ..?- ,3� :3,! .35 2ir010 NEW N .20 29 .31 130 .28 ,76 .25 .2 .26 22.00 111.•__. _ et% _ .. ,. .26 175 ,f.:. _ J af.- 2100 DISCHG .24 .24 .24 .24 .25 25 .24 .21 .13 .17 ?4 47 .71' '59 32 I'r .04 .tit .0 .00 RUNOFF VO;E HE ONE ONEFf N = 1,91 WAT:RSHE-El', INCHES 1144 CFS-HRP 1.11 ACRE-FEET; PASEFF f W ,Oil :PFS OPERATION RUNOFF CROSS SECTION . OUTPUT HYDROGRAPH= 2 AREA ,01 SQ MI INPUT RUNOFF C!„ E= 9=, TIME OF CONCE1T6ATIu°= 17 HOPE I T:RAL HYr 3GRAnr TIME IhCP MENT= 0227 HOURS PEAK TIME(HRS) PEAK DISCHARGE(i`FS) PEAK ELEVATION(FEET) 12,16 L,;lv tf 2102 1.41 (RUNOFF) RIV;rF VOLUME ABOVE ^hSEF O� = 4,25 WATERSHED 29,90 CF S-HRSt 2,47 ACRE-FEET;j P SEF OW 30 CFS OPERATION REST OR STRUCTURE 1 INPUT HYDR_GRAPH= 2 OUTPUT HYDRO3RAPH= 3 SURFACE ELEVATION= 159.40 r TR20 XED 08-04-99 07:19 L"WES NW DETENTINN BASIN lD 1 PASS _ REV PC 091342) PAGE 5 PEAK TIME(HRS) PEAK. DISCHARGE(CFS) PEAK ELEVATION(FEET) 12,67 4>32 165,91 TIME(HRS) FIRST HYDROSRAPH POINT = .00 HOURS TIME INCREMENT = 10 HOURS DRAINAGE AREA = .01 SD<Mi, 2,011 ELEV 159x40 159,4.? 159.40 159,40 t59,4tO 159,40 t59,40 159.41 159,4I 159,41 3<{11} DISC;rG tit 02 ,0 .04 04 .05 05 lob .06 07 310A E1_EV 159.42 159,42 159,43 159,43 159<44 159,44 159,44 159.45 159,45 159,46 41nr1 DISCHi .OF ,08 .09 ii 12 { 12+ 13 14 C0 { C 15 C 15 C 2 4,t1!s ELEV 159,47 t59,47 {` '' [=� 3 I�Q 49 1�9<Jii 159,J(? !. ° �, r.•.i9,4r J.<':9 �,. ,; a9,.,1 °,J�l.Jt 1.'..1.. 5,On D19C1�1s 15 ,t6 .17 ,t$ ,1.E! ,19 ,20, .20 x21 .22 5100 ELEV t59,53 159.54 15154 . 151 55 15156 15156 15157 15158 15158 159,59 S q_•11:7 st e27 .6 a27 eC!; as as 29 6,00 ELEY 159.59 159.60 159.60 159.61 15462 15163 15164 15%64 15164 15165 7AG DBMS .30 .32 _33 .34 136 .37 .40 .44 .47 .51 7 "•' ELEV +5-- LL 1= L� L i +a3? 7{ 7 15 7= 15^ ° ° _ 3 txiil: _LI_� i::Ufa.r:.r ,:,9,!,! t,;yx u+:f 15 ,69 _�:4xtk 1�"�,r,. !Jr,rJ !,.'I,!+_ :5,.51 1.7°•',Qi 0,00 DBMS ,53 .56 5!I ,60 .62 64 .67 ,Tt_; .71 Al 8100 FLEY 15186 15108 15190 15092 15193 1095 15198 16100 1.6101 16101 �i CHS 7^ 7, 7C: 9 n ,(;� EiL�t:11,< ,it <r4 ,"r5 ,li` ar!; <'4 ,°i ,e3 ,85 „�',i 9.00 ___V 160.03 tby,I4 160.06 16,, i{ 16108 16110 IL 17 LL" {3 16116 16118 1100 DRUG .89 '91 '94 .97 1.00 W 1,07 L10 !a!4 v19 .0.00 ELEV 16120 16122 16125 161.28 160,31 160.35 16138 16143 16147 16152 li,f}i' !?R1.:rG 1,24 1,30 1135 1.42 1.50 1.60 Wi! 1.G6 ,,Lk 2,54 11100 __-V 1615% 16163 160,69 f{i 76 1Li: 0i 16%1,91 !t{ .1L 161 22 16 ° f f 1 - 1<;r<,f s _ 4 LI' 1.v L,v::; _ _.i t ].:3{,4+a 16 1 e 9 4 12,00 DISCHO 2.91 3133 3,74 4.02 4.20 4.29 4.32 4.32 4 4.30 •1 1 1 F� " 50 72 i 8 12,11Ii ELEV 6,:,6i ;63,�t 164<34 16;�,!} {6= .:i, 1E; ,6G.,?ij 1G= 1 1LC ., 1,= 4 1 __ .6 k Je_ /:.,'_ ._ Aixr, .,Jxi,:, oJ,i 13.00 L:J ie,!+S 4,<.1 i,e..: 4x27 4,17 4:1; 4.12 too C04 c 00 3,96 13.00ELEV t6c,E3 165.62 t65.55 165x 4i 165.39 165.30 f20 161 t O 16100 16 t r-C�!r 14,01 DIrr ._. 3,92 1°e .,,04 3,R{; 3.i76 ',??_ 160 3.64 160 154 14.00 164.81 164.71 64 L 5{ 16 164.30 <� 0 1 f d t+ L " _ ���. r L 1-.x6t 1,;4._.. ., ,41. !,.+ l,1 ._ i.,<4x1i� r.6�-,ic; E,;3, 15.00 DISCRG 3.49 3.43 3.30 3,33 3.20 3.23 L to 3,13 ins 103 15,00 -L1_V 163.77 163.67 163 ; 6146 16135 16125 1 115 thl 05 1619616L 86 16.00 RISCHG 2.90 <.,93 189 W too 175 171 _,r_.b 162 ,.x54 { Ci EY + 57 n F L 2 39 1 7 3f; 6 22 1 16 i ,5,17C7 _L;=� i62,lr tn2,66 162..it �6::,4 L6-,.1, °_,_. 1_�-�,_ �+_,13 .,..ii4 !61,94 t7.00 DISCHS 144 ,.,.34 124 116 107 LOD L92 1,84 107 1A!'.i 1 r,00 ELEV 61.93 61 6 x62 161.53 45 MIX 20 1! L20 k61,k2 tt1 O5_ �t' _ 1 _. _ 1� ,(� :__1 _ k EhI.�J t6.,36 f 1 ° L s f f 1�1 a 18,00 DISCH r 1.59 53 1,47 1,42 • 37 + v° { 4 1,20 18100 ELEV 160,99 160,93 161 B? 160.81 16176 160.71 16166 16161 16156 16152 Wo DISCHR 1.16 1.12 1108 1.04 1.01 198 .95 .93 .91 a5E 19.00 ELEV 160.48 160,44 160.40 160.36 160.33 160.30 160,27• 16124 16 22 16119 _ _ _ _ Ltr,:,LI r.:..00 L%,r1::rS .R .81 17. .r'f .75 ,f..r .t'c. ,69 14 ;'� rt Cff 160.16 160.14 160.11 { t 07 16105 f' S ;4 C e :,:r1 :_i..;:!� 1hl} =.7 :6{,x:l, , !�_f:: 1 ,�,99 t 21.00 DISCH1 160 156 .54 153 ,51 .49 .46 ,44 .43 .42 r +EiJ t5�. 1` 159 7 15+ _ `P- S 4^ 9, UL E 15177 15176 ,._<[:.. E;., �.91 ?.Ar"". , ,�1 '9.R=i 1.,i7, 4 1;=4,: , 15 H1� 22.00 DRCHG 3 R { 3 J_. .42 .4..: ,4:: ,4., ,4" ,39 ,3; ,3; .,,r 16 22,011 i_!xb k:;:,i:_ 159.77 _.. ,f6 1.:7,75 15174 15173 15173 15172 151.2 15171 1100 \.iJGil!t .. a:t, , ,? : ,34 a3.1 .3t} 7 - f , _ J a3: ^3 00 C! 15171 15 7R ° 7r1 15 _° - c 15 �.1.:. L�!;V ,.,9,,,, 1:,r,!:- _'9,T1# ta9,ri± 1:,:,;1i t5Y,r9 t:;9.ErF L,;9,66 1.5166 TR20 XFu 08-04-99 07:1< LOWES Ha DETENTION BASIN 3"H 1 P;:;" REV PC 09/83(,2) PAK 6 24:8c, 6ISCH8 41 153 54 .49 .42 .36 130 26 22 1.9 24A0 ELEV 159.75 159.85 159.87 159.82 159.76 159,71 159.66 159,62 159.59 159,56 25,00 DISCHB 16 14 .12 .18 ,A8 .07 .06 A5 04 A4 25.80 ELEV 159.54 159,52 159,50 159.48 159,47 159,40 159,45 159,44 154,44 159.43 26,001 Ili ISCHB .03 02 02 lot At 101 lot 26,00 ELEV 159.43 159.42 159,42 159.42 159.41 159.41 159,41 159,41 159,41 159,41 RUNOFF VOLUME ABOVE MEFLLIW = 4,2. WATERSHED r ,„ �.,89 � 2, 7 4Cnc.-FE_T: nASt'FI_i, = �,; CFS 5 D IN�H--, 29 FS-HRC, 4 F EXECUTIVE CrINTRCL OPERATION EINIUMP COMPI.iTATin.5 ClMPFTEA FOR PASS 2 "r_^n: 8 1 8 1 TR20 XEe 08-04-99 07.19 LOWES NW DETENTION BASIN ju 1. PASS 3 REV PC 09/8342i PAGE 7 EXECUTIVE CONTROL OPERATION COMPUT FROM XSECTION 1 TO STRUCTURE 1 RECORD ID SNUBS TIME = .40 RAIN DEPTH = 5.40 RAIN DURATION= 1.00 RAIN TABLE NB.= 3 ANT, MOIST. CCU= 2 ALTERNATE NO.= 1 STORM NO,=25 MAIN TIME INCREMENT = .10 HOURS OPERATION RUNOFF CROSS SECTION 1 OUTPUT HYDROBRAPH= 1 AREA= .01 SO MI INPUT RUNOFF CURVE= 70, TIME OF CONCENTRATION= .34 HOURS INTERNA)... HYDROSRAPH TIME INCREMENT= 0453 HOURS PEAK TINEWS) PFA1, DTSCHARBEICFS) PEAK E(LyEyVATIDNtFEETi A 1 R POI - + ^ T 1 RE - r ty• _M�.HRS) FIRST HY�RO:,nAPH ,:.;ANT - ,�ifi HOsir"".' TIME Ia�C�._MENT - ,1A ?•!OUR:: DRAINAGE AREA - ,;., BEN, 1`{,00 DISCHS '08 .09 .12 114 _I7 _20 .24 .27 .31 X 11.00 DISCHS .41 .47 .53 161 .73 .87 L03 1,3i 133 1 1P 1100 DISCHS 5.72 8.76 1 1.26 12.32 loss 9,44 L 25 c 67 167 105 13.00 C H� '} i= 3e 1 SF GI,tCr,r; r-,ar,1 4,,,t, _.18 2, 3 1..=; 1.77 ,h4 ,. 1,49 ,.46 4,,,.7 1,.:1 f.,...., 1.31 1.24 1.17 1.1„ 1.,1., LIO _.04 15.00 DISCHO 1.03 1,04 1.02 .99 .97 .96 .96 15 .71 .87 1100 DIS1: S ,50 .53 .52 .53 .55 154 ,51 ,47 ,44 .44 18,00 DISCHS 40 .51 ,4S 46 .44 .43 ,43 .43 .43 A2 19.00 DI.?:OHO .42 .41 .3 ,34 ,.'tr .39 .i1 .42 .47 .41 2100 DISCHS JR 35 3 38 21.00 DISCHS .31 .31 .34 _37 ,3L .33 .31 so roe v;•. 22,00 DISCHf3 ,34 .37 36 33 .31 130 .29 .29 9 9 2100 lSl,h,i .29 .27 .29 .r. .c`Y 29 .t'_r 25 .16 do RU FF OWM ABBE BUFFL O = 21 WATERSHED TEES 1L 62 ,FS HP FE BASE ROW - r._ i�r u� na.ar9C ul�.x.. � _ •rf.? �: i ,ei�`i7 tl� __ u, ti _ ..-r!`.a� x,37 A'�'-. _._ xe rn.r'F:._i11fi - .t{�1 CPS OPERATION RUNOFF CROSS SECTION 2 OU T MT HUROORAW 2 AREA= .01 SO MI INPUT RUOFF CUBE= 95. TIME OF 'CONCENTRATION= 17 HOURS INTERNAL. HYDROSRAPH TIME INCREMENT- .0227 HOURS PEAK T'MFWS) PEAK nlSCH R-51PUSy PEAKELEVATION(FEET) 1^• i' 14 e+ (RUNOFF) r..(x�t t.u.�.i 1 iStp,.l. . RUNOFF VOLUME A1B�OVE BASEFLOW = 4,85 WATERSHED INCHES, 34,10 CPS-HRB, ",82 ACRE-FEET: BASER OW CPS OPERATION RESVOR STRUCTURE i INPUT HYDROBRAPH= 2 OUTPUT HYDROC;RAPH= .. SURFACE ciEVATIOP 159.40 t TR20 YE« 5-04-99 07!19 LUFS NW DETENTION BASIN _''S 1 PASS •3 REV PC 091831,2) PAR. S PEA;. TIMEMRS) PEAK DISCHAR3EUS) PEAK ELEVATIGNIFEET) 17.71 C 59 16h.64 TIME(+ S) FIRST HYDROGRAPH HINT = .00 "OURS TIME INCREMENT = o HOURS DRAINAGE AREA = 01 Sk.MI 2!.a. 11:,. HYDRO GRAPH HOURS i_ i_n�lxl ,t r ..0:. Z Ln ri�1_ 1.a,_ a59740 1`" f; ° 40 1 9 15 ,41 15 7,t}:"-: ELE°J 159,4{� 1�" .f�t.4, t„9.• _5,,4ti i59.ft ,�9 4,a9,4? 95142 15143 3,00 DISCHS .04 04 ,05 .06 .07 .07 ,0e: 109 .09 .10 r;- 1 1 5 c 1 56 59 L a c 5r 7 i 5: ? 1 5 n 3..:ii ELEV ;59.43 t.�9. t.�9,44 ,r.45 t.:f r.4:. 1.�9,4. t,f , 7 15C 4 15&4S 15C 49 4,00 DISICHS .11 112 .€s° .14 .15 .16 .16 .17 .17 JR i•1 E 5 4 5n 50 15� y C 1 5.T 5Q 5' 15^ 54 j 5 151 5 4.0) .._.0 1u9, 9 t,�,�:, 1,:1,:,1 159,5. 1�9.5.} 59x,. t,,,_.w 1�;7..:,�1 _59.5,. .: .,F6 5.00 DISCH: - .19 .21 .22 .22 .23 .24 _25 .76 ._., X too EUV 159.57 t59.58 15158 t5l59 15160 151h1 15162 15162 15163 15163 0 DISCHS 28 29 29 30 .37 , 34 135 ,35 .?5 6.00 REV 159.64 159.65 159.65 159.66 15167 15169 15169 15170 1.5171 15%Ui j LOD SUG t .38 .42 .4 45 153 .57 L 1 r1 1c 151 7, 1c 5S -t t5 8- 15r - 09 15,. r_,1ii _.._i 1,.,..7 {_,9.7? 1:.-.:.� a:f9.76 159,T`7 t,s�.19 :.a9._.,. !.._r.r.. 1.59.6. ;,,9.92 ftt- r.-:. ? - 71 -3 - �L S.?.1 ,I:,tarllS ,64 ,6, ,rya ,;, ,7_ .. ?� ,i`5 .%� As G` ,l REV 59 5 is 7 1(100 HID! i 02 16 , 1 ; 1 h 16 7 16108 :.;,!:(. ,__:.. �•`?: „ a.f9,9 I:.s v t=e!;:1?. a6{1.:L ;+E:,i,3 t�i„�,� ihti,;,h ti, 9100 DISCHE :79 _0:1 .03 .05 E7 .09 .91 93 196 30 a 1-V f 0 i 1`: 16^ 1 16r} 1 { 8 S n0 16f: -- Lam, 24127 0 tics r__'y "t.:l, ! 6ifx{_ �,.,.,:. . {;:,.,1: ,6.1.1: .r;;.,_s, ...r,::' tt4, tf 160.3.: 1.0,o DISCHIS 1.01 1.0.3 1.106 .110 1,13 1,17 4,. L76 Ill 1 3L 10,00 i.i.EV 16-32 160,35 160,38 1•R v n 160 46 1 0 j 16 1 t 59 1 (( L 1 1 .. _. L�...ri•r ..4.i 11+°. - {:J::,54 5651.-_ lf]I_i._r, .hU,7tf 11,00 01KHO 1.42 1 e 1.55 1.62 1,77 W 115 113 141 f.73 Woo EHY U0,7 16182 1611,89 `6197 161 17 161.18 161 2 6:.�1i 1 1,BO �_ .-- �% .. Vti .. _ 1 _,.IAx .t!!_ .: � _ _- Tile �:?,.,71 1'} o r, SCHS 3 a 60 3 90 P 3 '+ 0 A. 5L A 59 4 P 5n . s r_,�.. (.�r!sui� „ti �,... ..rn -},.�1 t.44. ,._,. .,.. .:-,9 4.;r5 ....-j.-i 17.!ft U 163.03 i'" 01 95 1L5 � 16 .28 1 52 1_L A2 .4 ? 1{L 59 1 CLr. .. tT, x f. ._ _. ,i7 - --- r,.r..�f:: - - 1:.h,64 1hri,r.- ... .:7 1100 DISCHR C56 C54 C7 4, 0 41.48 4 ¢7 3 C35 4.3i li ,4� ��- 4 1- 00 "3 C' L L 16 '7 '4 3 S i ?L i 4 8 'c 78 e.'. %,.._.`J t"Fi.54 1,e6,48 ....h,r i66..,4 :�+_.,__ c66.1� 166. . ,6=,95 6�x.,� ti,:;,!'� 14,00 D ISCHS 4.27 4.23 4,19 C R C I O C 05 col .97 192 108 1-', 0 :-. 1:5 U5 57 L 1,5 3 1 5 25 1 5 1 - 1 A 97 L i ,d, ,t.,!!! ..-:.EV !�-,,r..r '_. .- 1:.:5,46 ;r;,:,.yr, :;<.}.:-., ,.r..::,.14 6j,t13 ,.e 1:,4,$1. �:4.,7i'1 ILK D Tocm L 04 L 79 175 L71 167 67 1 5E L52 3 47 141 1100 FUV 164.59 164.4 64.3: 164.27 164.16 164.06 16195 16 84 16173 U162 16.00 019 HO 3136 L 30 175 120 115 310 3 :' 1 on 2.95 ...90 16.00 EUV 16151 16140 16130 16120 163.10 163.00 16190 16100 16170 161 '11.1 .:. U iL" 5 i i ^. 3 16 14 � 1h �, ;0 L 16 .8 1 1Li 5' 1I.i€ ti.._. ,.:.r,',,,t. .h;.,..-9 t6'i.29 a..,., .. t6%,t:: ih-_,t:.: t'�1.r9 aait.7::r ..6t,6v i.:,{.,,rr 1100 DIS°"HS 112 104 1.96 1.89 1.02 1.75 1 R 112 • 57 111 WO FUV 161.49 161.41 161.3.3 161.25 161.10 161.10 t6l-04 16197 16191 16185, 19.Ot_', D I S;CH!S 1,46 1.41 1.36 1131 1.26 ..22 0 lj5 1,12 1 A9 t9,00 EUV HO O 160,75 160.69 160.64 16159 t 6O,55 16151 16148 160.44 16141 2100 WHO i,os 1.02 199 .96 .94 .O' Cq .87 ri'4 A2 2100 EUV 160.37 t60.34 161.31 1.612•E 160.25 5 160.22 16121 6 .17 161 1.60.12 21.00 II`'CHS 79 .76 .74 .73 .71 00 163 .60 ,57 ?Loa REV 1s0.10 160.08 W 1 iL r, - e 15. i ,91 1 89 .. _ , .�� n61i.!_.� 16:•.i1.1 ,.1,t}.a:i .`;9,9:., :!Y,9. 1'9 { i...f4.. . {rr o DISCHt .5h .55 153 ,51 .49 140 .4h .45 44 A3 -- ill E Y 7 88 i 59,0' t6 5 4 15 92 09.81 5- r: 5- ::, ) ..:. v �;- �� S,!: if _.,:,-,... 1�.:9.�;'1 i.�,.. ,_ .:,9,.. 1.:7,(n 1_i�,fYr 15177 2100 DINHO .42 .41 41 140 140 .40 3>: 13 34 17- 2100 D V t59,76 15176 159. .5 159.,E 15474 15174 15174 15175 15170 15170 m9 ree94-9 9H9 LRq g DETENTION BASIN 3« ! 93 : RV m 0935 3! PACE 7 9 00 m7m J7 ,R 61 .S .47 41 .9 29 ,3 2! .s.# . E9 19,80 19J! 159.93 159,87 19.81 1157,75 159,70 . 9t g 159,611 l2.9 9,M a§ a■ 230 E9 159.56 l9.g 1931 19.7 e§q et R 159,4h g%Q 19a4 MA4 26.00 m Rg 34 .g .Q 32 32 ,m 3! 3! 21 a! 3.00 m9 I9,g !9a3 g%R e9.R gR 9 ge4 - g 159141 g%41 I9a1. RUNOFF VOLUME ABOVE 9ERq = t 9 #7RRa Rqm, 7Uoe99m, G 9 «m7E9! ngERq = 3§ 7; RRgIJ SQmL 9eg!% GnaP m J QON, G#R2R FOR 9g Rtu R TR20 XEP 000409 OW9 LOWES NW DETENTION BASIN 3H t PUS 4 REV PC 09(g3(,71 PHE i0 EXECUTIVE CONTROL OPERATION COMF1lT FROM #SECTION I TO STRUCTURE I RECORD IO SHUNS TIME _ .00 RAIN DEPTH = 6,90 PAM DURATIOP 1.00 RAIN TAKE NO,= 3 ANT, MOIST. CON0 2 ALTERNATE NO,= I STORM NO.=99 MAIN TIME INCREMENT = .10 HOI,RS OPERATION RUNOFF CROSS SECTION 1 OUTPUT HYDROGRAPH= I .,.. �t Sty MI INPUT RUNOFF CURVE= 70, TIME OF CONUNTRrATION= 34 „OURS ARE A= t HOURS IPTERNAL. HY11RO13RAP4 TIME INCREMENT= .0453 HOURS r.Ai; TIME(HRS) i-'EA(: .iSt;HARi,_;..rt FEAT; EL=VAT iON( ..L;} 1 L 25 %;::-71. (RUNOFF) 20 t2 1,IS (RUNOFF) TTMF(.,S'. FIRST HYDROGRAPH FO.hi - .00 HOURS'= TIME kp UqT - .Ih 1J; DONNE AREA Al SENT. too OI;,i. G .07 Jo .12 .13 .16 .16 170 .23 .26 17 toll< PISCHO .32 .35 .39 .44 '49 .54 .60 ,;F 13 so 1 r..00 IiSCHH .R '99 1 1. t � � 9 _ er'; 7 r r a i 2t s,4I I,�S t.'ii ,•_`f , n 'L L 27 �t 5 0 C ?3 3 I2.i;i' 7ISCHS 9.3i I3,9} t7.4,_ I�s.r,,, I,;.cr I;:...,�t R,IE} f.,.3 ,__ -,4^ 13.00 t_.C1}11- 182 142 113 190 171 T 5r' 34 120 117 107 t4, ii !t SCHE n s00 1.94 1 91 t.9j. I 5 1 0= 104 1 64 115 47 vLL}�.�,7f x: ,t.. i.. x. ,:, .-a,[tii 018Cu❑ 1,46 1,47 1,44 1,37 1137 105 115 113 _. _ ...._7 +' i i i i t 1" 7 + t5 LID 7 04 1 D {r,,. ��CI�iJf� ..,x9 1,Ir .,r.7 .,xi i,ri} _.l _,1;} L.1, __,��f ,'.. i.- 00 DISCHO Y4 .74 .f2 .fc ,7b .7 i it 5 7 Ln �, . . .n.,,•_ ,is _ ,..c. _ 10.00 DISCtiO .67 .70 .66 .64 .61 .60 .60 19 19 .59 c^ 5 54 57 cC - r..,ii.;' D1E(,Hh .JY _., ,5r`. ..4' ,^�.` ,� ,._ };; -, .on illSiilp'S .52 .48 110 .53 .50 .47 .49 47 No 4 2I on OI:ING 47 .43 .48 .57 .49 .45 142 ic .40 A7 2100 ",ISCHO .47 .51 .49 .45 .42 41 .41 ,40 .40 40 3,;j,, iE 5Sv 5 ,4{I 140 140 40 An 40 34 75.00 T T'SCHO .�;ill i.t vt_t'7u RUNOFF VOLUE ARNE BASEFLOW 157 irTERcHE} IRKS, 2112 CWHRS; 2.08 ACRE-FFFT: RAFFLOW On CPS OPERATION RUNOFF CRASS SECTION 2 OI,TRT HYDROGRAPA 2 AREA= .01 SO MI INPUT iNOF CARVE= 95}, THE OF CONCENTRATION= .17 HOURS F 4. 6 i Gt RUNOFF INTERNA}.. HYDR9t7RAPH TIME INCREMENT= 0227 HOURS PEAK. tIME(HRS) PEAK )ISCHAF'SF(CFc) PEAK LEVATION(FEET) FI isistit .1.1,`;: iR(,I!`3f},n� 24.02 2.04 (RUNOFF) i i i r� c � ^cr i. = L.3 cc 44 5 CPS-HR; 3. 4 t' ci: P,.cF ,�f - i;,i RU:vci�l 3''F�_fi�r Axrti`1x.. tA;�i.i I..Ork :} 1�HT,:.,3f1�U i'LHi_�, .O• - - F - i;-;C_F. ri,!_T - .. CPS TR20 YU 08-04-99 77:19 LOWFS NW DETENTION SASIN 4OS 1 PASS 4. REV PC 09/871.2} PASE 1.1 OPERATION RESVOR STRUCTURE I INPUT HYOROGRAFN= _. OUTPUT rYDRO"RAPP= 3 SURFACE ELEVATION= 159.40 DEAN T E M S# PEA: I;,"AR^C(CFa. PEAS E1E+ATIO„(FEE T) 1_i+r1.i(rs5} FIRST `}YTihOlat.A1''H .Oi.;, - ,00 i-iflES TME INCREMENT - to RO:,,? DRAINAGE AREA - .Cli I, floc DISCHS .till loo loo .00 !St? An loo Ao ,!1; .01 1.00 EAU 15140 15140 59 t. 159.40 t59.40 159.40 159,40 15140 15140 1'n 40 2.00 D I SCHO .(?.t ,[; .07 ..:13 .04 .04 106 .07 AS '09 ELEY 159.41 15141 15142 15142 15143 159.44 155.45 15146 15447 15148 T 1`n DUMB 110 Al 17 A, 1 <A 15 .6 A7 1r fstl _1 E s 159 1 cn G 1 5n G 53 15 1 5 -5 15157 ._ ...:.b �._ , 8 159. y .�7,_,;, 1.?9.5" 59,,.;. 1...9,.: .•.,�,53 .;"9.5:4 1..;,.-,., �,; ,+r 4100 DUMB .70 .71 1 .22 .74 26 37 .20 .28 79 ti + c 59 Gn 1c� 159 L 1GG L t5' 1 1 LL 4,t;ft EI_EV 1,.,9,57 1,a�t,5::, i:,7,59 „7v,:-1 ;, ,,h< <.59,<,3 ,..,,,,,4 E:,'�,b4 ,59.f5 a5�,:,�, `.AO DUCH:S 132 .33 .35 .36 .37 JR '39 40 41 .42 too EHY 159.67 159 69 , 70 59,71 `9. 159.73 =, 74 - 15 -- Ga � ;_ ,,. 1-9,( i:. ;L :t,, _ t•_?,; t59,7:1 1,.,f;; 1.,?.,e 6AAr USM5 13 '44 145 46 48 .50 .51 17 cry `n 1 159 77 1G 4 159 ❑ 1 Cn ^1 1-^ 93 15 84 a R4 � n 1� - +.+.1 -__,J .,. , s:,_,( al (,. al9,la( 1.,i.�A ...1i.r:-.� ...,.,? :59.`+, :�'e i:4 _ 9,-- n t E _i 15� 1_.•, „- 5 15 92 15u 15 161} 00 1 •' 07 1' c 6 ,..(. -_.:-t :._.,Fit 1._,Y,`'r l,,..`i!1 _ , .r. 1..,,<'i4 .."t:,�ih .:. . . ;.rti,�,:: ,r'st_7,11._ 1.a;.(J7 O ;iTSMB 79 .81 -R3 .87 R 91 _'f4 ,96 3R u ,r +0 1 f• 1,6114 t16116 + - 1 , 2`t {,,•: Z:5 rs .2 , ij F;_ 1� 1ntl, iw t6.1. ._ �6ij,t�t 161:. _ 1nf.+. i; 6!,, .._ ..t:,.;: 16,:."7 _,.< 9 Too OTER? 1.0 1104 1.07 1109 :.17 115 W 10 1a5 1,29 9,00 FLEY 160.32 160.36 160.39 160.4t 160,44 WAR 160.51 0154 16158 ?6l 62 G,(n 11IE " 1137 1136 1.40 1.4.5 1150 115 1.61 10 1X 1 A A 1 P AP: EAU 1 1 1 LA A _ i!: 74 i -- 1 L L- 1 L _ 1 0 7 1 i a;}..::, __.__ 16ti.r6 _ . 11,:;- - ,6),i"' a61, 4 161:,:.?� :,C.,4r 1E.:,.,ii,. 16a.t;r i„1,16 a_,!l1 OUCHE 1.08 1,9` 105 114 2176 2.41 151 <.6 n 114 _.9 r.,P5 t ry 1t 3 t ry - 'it 1't 1 15 1L'i =• WOO -' tY.,:.. .�.?1._.. ..,.1.. _ .:';�1,-,_ 16 ;`, ;,,...,t .47 >t._ 16- 09 _,0,"l r ROS 113 c 11 4,55 &83 7.27 7,74 7.84 7.73 7,55 7.33 !mn -HIV i64,08 165,27 166.49 167.47 US= 160.25 16129 160,74 160.16 160.06 ". . I c.-. 7.08 `..79 6.51 6.22 195 167 5AO 5,14 cQO L7G 1100 EAU 1�7 n_ 6' tip 67,7,: L .61 16, 50 1,7 -, i' M 1 t t t 9 ...F ..,+<. ; %,..(,:.,. 1 , t..7 ,,:} 1�,..}7 i .,, . a6(.aI} ;67,111~ i66,9" WO OTERO 4,67 4,64 4.61 4.58 C 55 052 4 49 f,46 4,43 4,39 t, o = 1 nn 1 L ^i 66 L LL 1L. t 20 i G _4,::,, .. I1�o,�,. a6,„�; t66,71 1:.,+„6,. i„6.:�1. 1a,.;,4ti ,:,6,.:;(} _66,�.. .66,ii9 16,,,9Y 5,00 DISCHA 4,35 4.30 4,26 4.21 4,17 4.12 coo 4A4 199 195 15 00 - s 165.06 165.75 16164 i65 53 th5 4" 165.31 _-_?i' 165,09 t,h4.98 16C87 16,!?ti DIERB 3.90 3,5,5 3, .7 '_73 167 165 161 155 3,49 000 EuU 164.76 164.65 164.54 164,44 164.34 1A4.75 16C 13 164,02 16&91 1(,3.79 17.00 DUMP 3.43 3,37 131 r_ ^, 1 } L;3 n 98 n 911, c, . 1 -1 C 1,7 G4 -' U t 71 t ^' 163.09 6 n L ,rn c 6 L5 > <tii: ct__.4 163,67 ir, ., ,.. .� ,63.-- 16.3,Li 1,...,97 1hr.,4:.. 1n::.(._ 1�.1c,.... ,tit DUMB L07 L83 178 173 L68 L63 L57 L47 L38 ?.29 i - 36 1 '?` 1 .� 16 1Lry 7 1L1 97 R7 1 1,t 7 ,8 .. r.t_rG 1n�:,a� nc, - t.,_. ._ ,.�!`,,. t6c,__ +._z„t, . .. ,( 161_,t,< 16;,76 1,1.6; 19 OA 11UCHS 2.20 L 1�1 203 195 „88 1.82 1.76 1.70 1.65 1.59 EUV 161,50 161,49 1.61.4t 161 32 t� 161 18 161 11 S 1r n ,� i9, . . �.,._ 111, `4 ,.ri,:., ..:.� 16.1,t)_ _a1,ti�, 16�:.94 7100 DI RO 1.54 1 1.44 1,40 1.35 1131 1.27 1.74 1.20 1116 2100 "1 FV 1618 83 t Lr n 16 1 73 611 ,i Lf e-r 6 1 n e ,:^ :?., ).7h a.,:.,.. tht},fY 1,,:..h4 1.6,,,ri 1:,,f..,t 1:,,.,7.1 ,?,.:,'k9 TR7 «; 344a9 9419 3«; a aoR9» BASIN Ja ! PUS ! REV R 09183(,2) /e g 230 2«m C2 113 1,9 bm 1. 197 ,7 .9 31 39 21.00 ROM bt g 160J1 160,39 160.16 16024 1603! I611.2 sG 3 !&.g 160,20 Sao mGmB .R 97 .m .g a! ,2 .7 .7 .2 ,73 2J0 ROM %%R E%9 !ya& 160,14 160.12 S% O 50,3 lR,y R%3 160.3 S.# mmm .72 ,2 aR ,9 .0 3§ ,7 .7 .9 JR 2a0 ROM lw.g !Ra! 99,9 159,9A 119. 4 12.92 159,90 R%IS 19,013 1159,81 9.00 m mR 34 J! .9 J2 35 J& a7 Jr J! .9 San ROM l3,9 U10,04 ba 3 %%2 gt R 159,88 13a1 19,7 S&/ 19,/ San 22g .25 JB 15 113 u! .3 .R ,R .y 3.00 m9 !g3! St3 gR3 9t2 I23! et7 l9Je l9a7 ^ g%4 GRe S me 25gB ,62 9.m m9 eR# nR# m%g SR@ GRR eRp ERAS 9/£ l9al I9a1 9,m m;qR 2! 24, 27 RD 9%g 19a1 F n.qt... q = %2 #s97§ I2«\ Q3■ JR9\ %R Rmg7§ 95l.q = REg9« 3;9R 99rI« R2e COMPUTATIONS COMPLETED FOR Rg a RR99 R 9Eg27 S£m79ER2q SS9RCCORD m TR20 XER 08-04-99 07:19 1.OWES NW DETENTION BASIN IOit 1 SUMMARY REV PC 09/83(,2) PA,E i3 SUMMARY TABLE I - SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED (A STAR(*) AFTER THE PEAK DISCHARGE TIME AND RATE (CFSI VALUES INDICATES A FLAT TOP HYDROSRAPH A QUESTION MARK.(?) INDICATES A HYDROGRAPH WITH PEAK AS LAST POINT,) SECTION/ STANDARD RAIN ANTEC MAIN FnECIPITATiON PEA):. C}ISCHARSF STRUCTUR"t. CONTROL DRAINAGE TABLE MOIST TIME ------------------------- RUNOFF -------------------------------------- ID OPERATION( AREA 4 COND INCRFM BFGIN AMOUNT DURATION AMOUNT ELEVATION TIME RATE RATE (9Q MI) (HR) (HR) (IN) (HR) (IN) (FT) (iiR1 (i_ESI (i,cMl ALTFRNATF 1 STORM _ X';:.:r CCTTT P,1N I—�{NrF F— 10v ? < if 4.O, {..`..3- 360 fTPN :�. n1)N"rC 0' " •a a n-t. . . --- i.+.,1 ST,^.1;C URF CT: CIR ;{ 1;; 3.13 ^4.00 ^,r..1 1E.1 49 hi 1 R,..:U..,, 3 1 z t 7 ? �c A%TFRNATF 1 `-'`"RM 1.0 XYECi� N �i4"st I• ��}i i 0 �%' r' " --- ^ ?,i , 1 I RUNOFF 13 4,!3ii 44,i1:r 1,�1 1,:. .. 4.90 RUNOFF 101 e I 1 i„ '`4 on, 4 h ?r., tl91 �T �Tl14�C { nr ry+ +-i it a 7r �c p n � .:n)}€:,.,:.:. RFiV l :: 3 t ai, �.i(i "4,Oi, 4„. 1.:,,;r1 1...h, 4,3. 39h i ALTERNATE 1 ST0ON "12. CCf'T _ -, ? 7 i{`- 3.A'i 9. it •{EFCTION RiinEF 01 10 I° -.4t! ?�.il'i �, .`. --- 1'.i.h o 13 '•.9 5TR(4CT1iRF 1 RFSVOR 01 i i 1t} 5,40 ;4,nn! 4,A5 1of,o4 1�-il 4,59 Q),? A!_TFRN.ATr_ { ST'"R�i 99 1 Rl, t"i. , 3[ ,i(1 , L pf. .;,5 --- tu.it 1's'1 i'.4 dS�'TIfN L A.90; P.4 ! - ..,ii 7 -5 4.` Un "'URF i. U-S ? 7 35 n _ •U(?R ,i}1 .. .. _! i f, if :4,^t r,.y,i !'.E4: t`. ..'t 7279 0894-9 9d9 RrG q DETENTION BASIN JR SUMMARY REV R 911013 G e /7 A -n TABLE Qm&9E (7Q ATmSlgBAq 9m2gq FOR AIL STORM an ALTERNATES i«i,i gRlq« STRUCTURE AREA STORM NUMBERS?......... D I9 r) 2 9 S 9 STRUCTURE I 3! /IR»7 ! e3 4.2 4,9 e911 . gR2m ALTERNATE i 59 RR 1,m eJ! SR2% 2 3! ALITERNIA T ig.« 2 Zan 25. ! .& Ra OF 1J9a IN THIS RUN n a Fuss&O'Neill Inca D - Detention Basin No. 2 Fuss&O�O ►'Neill Inc. Consulting Engineers PREPARED DATE CHECKED DATE PROJECT NO. BY T 4BY N©�1 N ��� ����,•� SHEET NO. o s r _ . _ Lj _ )L - otLAq Lill 1 ` A : NHILL I .. EAT to-2� - RS Ex L4-r ! to G� X SEC'S aLO Z PRto PAS Ets S iiZuc. a 1 _ b E z E-N I BAS i Z — � 4 1 Lc�.s huts t LIST OF INPUT DATA FOR TR-20 HYDROLOGY****************** JOB TR-20 FULLPRINT SUMMARY NOPLOTS TITLE 001 NORTHERN HILLS PHASE I DETENTION BASIN 5 RAINFL 3 .20 8 0.0 0.002 0.004 0.006 0.008 B 0.010 0.012 0.014 0.016 0.016 8 0.020 0.022 0,024 0,027 0.029 8 0.031 0.034 0.036 0,%36 C1.04r B 0.043 10.046 0.049 0,051 0,054 B 0.057 0.060 0,06.3 0,066 01069 8 0.072 0.075 0.079 0.082 0.0-85 8 0.089 0,093 Oe O97 0,103 0 1091 8 0.11.1 0.121 O,127 0,134 i},1410 B 0.148 0,155 0,163) 011,1114 01 180 0.189 0,199 0.2110 0,222 0.235 u 0,250, ,2uu 0,28� [1.-j12 CF.363 B 01,90 0,638 {},6°9 0.7114 0,734 B 0,751 0.766 0.779 0,796 0.801 0,811 0,621 0.829 018.38 0,845 B 0.853 1.}.VVV �:15167 0.874 OI B80 8 0.886 0,892 },899 0,903 0.908 B c-< i 22(!,,�i 0.9115 4..719 (},9 ,. 0.925 8 0.929 0.932 10,935 01 938 0,941 c 0,94 il,Sue t},949 ii,952 6.935 rig -7 F ot� 962 - L J a t x l•#': is, L i7: I�,J 0: '67C 8 0.969 0,,97.2: 0.974 0,W6 0 97 6 _ 0.981 0,98.3 t)x 985 7 i1,989 8 0,991 0,993 993 Cr,995 0.997 is},990 9 ENOTBL STRUIT 01 174 i}x u i,l.t° +? i}IS.1 7 i7e10 t,? .164 8178,{J 3..� 7 72 17Fi,5 4.6 1.547 1B{,,Fo 10,9 2x14; IB2,0 15,8 3,076 183.0 17,7 3x,-12 y 9 ENDTBL +' f-t l { 257 r- 6 RJN,_rr t �}tjl t .i1 G,7[ 65.0 ,n� 1 1 S 6 RUNOFF 1 002 _ ,0257 .42 6 RE SVOR 2 01 2 3 174.0 1 1 1 1 ENDATA 7 INCREM 6 nn 20 i COMPU i 00i iFi C} [i. t,1.i .,F� 2 4}1 o2 ENDCMP , LIST OF INPUT DATA (CONTINUED)*****$#i****'*$ki*l***4 7 COMPUT 7 001 O1 0.0 4.8 1.0 3 2 01 10 ENDCMP 1 7 COMPUT 7 001 Ot 0.0 5.4 1.0 3 2 01 25 ENDCMP 1 7 COMPUT 7 001 Ot 0.0 6.9 1.0 3 2 01 99 ENDCMP 1 END JIB 2 OF 80-80 TRIO XE1 OB-F-99 10,53 NORTHERN HILLS PHASE 1 DETENTION BASIN JOB 1 PASS REV PC 09/83(.2) PAGE 1 EXECUTIVE CONTROL OPERATION INCREM MAIN TINE INCREMENT = .20 HOURS RECORD ID EXECUTIVE CONTROL OPERATION COMPUT FROM CSECTION 1 TO STRUCTURE 1 RECORD ID STARTING TIME _ VOO RAIN DEPTH = 3,15 RAIN DURATION= 1.00 RAIN TABLE NO.= ' AMT. MOIST, C06#^= ALTERNATE NO,= I STORM NO.= 2 MAIN TIME INCREMENT = .20 HOLiRS OPERATION RUNOFF CROSS SECTION I OUTPUT HYDROGRAPH= AREA= ,03 SQ MI INPUT RUNOFF CLnVE= 65. TICC OF :rNCENTRATiu"= 88 HOaRSS INTERN` HYDr10uRAPH TIME INC°CM"N'T= s ' �:UR' nr, r r ,tom t, , ,x_7:; hLiJh,: PEAK TIME.(HRS) PEAK ISC ARr CF51 PEAK FiEVAT ON`FEF i F'EA.- it,._H.. �E(_r w.. ..._� i.i _T. 12,75 3,67 (RUNOFF) TIME�HRS) FIRST 'r"{DROGRAPH r^OINT = 00 HOURS TIME TNrDCMENT = 'yij HiaiiR.c DRAT"'AGE A=:EA = i3 c� +'. r,i 5C t` r ,rl n11 } ,1 0,1 DISi:,HG la $9 _a'::r ?.47 h 3 ss ',r? 2,{B 1.75 s J., l .i;, CA ( B3? ip , a91 1(, 1 4 (t (; JJ cr 181,__ D SCHi 4` .4 L^ 7v 3- �c 2,Or-, DIS"Lr 2, ,L, �c 0B 2'r ^L = q= 2r n ,nn i1n'i 7C!ili , ,31 ,35 :i :itL� ,i%3 af!_ ,+�i ABOVE ., „ a -. . _ .=_FT:rii0r fn.JMe BAcrri_of �r a^?FRSH " prHF� r= � _ c r; rarer_ "Ac:r �r i :e _ OPERATION RUNOFF OUTPUT HYDROGRAPH= 2 n 1= S� ,_iUT , = URVE= 92, TIME OF CONCENT:.. ?C aa= 4' !'GE1R5 .RED, +;.; 3f, MI INPUT R.NOF, C RAT INTERNAi. HYDROGRAPPI TIME INCREMENT= i;5Lt1 HOURS PEAK E( RS) PA s• r._ VAT<T.:^N cFrE_E T) .PEAK �1Hn�C Mi 25,34 (RUNOFF)24.18 1,0') t'RI(IN.,F F) FIRST n rfLl - 1 rye TT C T - !; ran rn _ } r r TIME HER Ina! H DROGRA='H POINT - .00 HOURS MF INCR� ;EN. - .20 HOURS DRAINAGE R - .i 3 S 1•., !! n l.Y MT 4,00 DISCH,G CO ,i o :10 .00 00 r'!% �! 32 �.3 05 6,00 D I S C Fl,111 86 10 ,1. ,.i3 .13 ,l.i :i`.+ ,2' ,i7 .3( 8100 ,(i IcubrHo 43 8 w" 5e .4 64 .7 SO rah .95 H 4, , , 3,49 s5.int s10100 DISC r 12.01) DISCHG 1',95 23.81 24,42 15.37 8,93 5,94 4.57 3,79 3.23 2,85 i4,00 DISCHG 2.6 2,51 2.33 2,15 2.05 i.89 1,86 1.77 3 iabh 15.;}0 uI$CHG 1„`;4 1,49 1,47 1.41 1.30 1.13 ,9= .9.6 .91 SO 18.r t DISCHG 8' .8F .79 .t7{5 .74 74 68 62 .69 72 2i1 0111 `DTL�` HGL [[77 2 L7. ,61 Lj 4 •-, LL+5 �Jr - t ��1 .{7! ,Ci aUJ .•J�_ „J5 rJf ,44 .54a•�� ' r TR20 XEO 08-05-99 10.53 NORTHERN HILLS PHASE 1 DETENTION BASIN JOB 1 PASS 1 REV PC 09/83i,21 PAGE 2 22.00 DISCHG .56 ,61 54 151. .50 .50 50 .49 ,49 .35 24,00 DISCHG .70 1,22 .51 .16 .05 .02 100 RUNOFF VOLUME ABOVE SASEFLPW = 2,32 WATERcu':P INCHES, 38,49 CFS—HRSi 3,18 ACRE—FEET; $ASEFLOW = 00 CPS OPERATION RESVOR STRUCTURE 1 INPUT HYDROGRAPH= 2 OUTPUT HYDROGRAPH= 3 SURFACE ELEVATION= 174,00 PEA: T i.E;fRSr PEAK =fSCH R r(CFE.) PEAK EL!i/AT IONi_L._T.i. - i3.29 4,25 178.37 TIME{HRS1 FiKcT uYDROGRAPH POitiT = F}+1 HOi1RS TIME INCREMENT = 20 HORS DRAINAGE AcEA = 0,3 Sr<M?, 4.00 DISCHG 00 00 Ol ,0, .00 0 .100 .01 r 02 4.V. ELEV 1,74,00 174,00 I7, 11 174,00 174.00 17430 174,00 174.01, 174,02 174,63 6,00 .119CH, fly, 07 1 n i F I2 1 4 ;6 t!! t4 'r �1„t 1 i i i 1 7 13 1 7 15 i I. 2 6.t:+ -LEv 1t4,+,4 Ir4,;3? i.i ,Of 1r4eU8 74,ss1 ,r4,1t ,(w,:._ (4,1., f4,iS 1t4. 4 DIJL,H❑ .38 44 4, •__4 .6L+ .66 .14 82 189 98 Oil !E 1 i Z i i7 i i + 4'1 7 L ❑ ',+ ", 8,:,{ E: J 174,30 74..,4 174.38 174,41 L14.46 1741511 174,J1 I! 3 174.6. 174,ty Icr!: G 2� i ,.3 ' 37 , " 62 1 70 5 li Jlrllli 1e11u .ie �, E+�f-i � 1rJ3( ,Ji 1 ieli! L,��:. 1.11;0 ELFV IT L-,83 i7:4,❑n I7c,00 ,<'125 1-c_ 7cf• <- .;- 1 { { c 5Ze 53 11.s,r.4 1 i ; •, !J^ '� 7/ r c Z Ac. Z A n Z j. )c t '] E!Z 12,(10 DIGCHS 21,3 {,94 -Arz .7tt *A-22 Ta__ 4,:1 4e a_ 4,19 et! i 1 f 1 +"^ 3,: f ZL "+- 174 Zi {n❑ 7A Z76.3 171e_6 I78.G6 i7?,23 xt .e,}z 78.35 I78<•„ 1!5,36 Aim<•;7 1.4,O i?ISCHG 4,15 4,11. 4.ii7 4.02 3,96 .91. 3.c5 e ,t 3,74 7,6q 'i ii�� t, ,7G _ -, 1" - '7❑ nZ E n! evG s ,, 17 tG € ..: `I_tr' i,._,3•i 1iv,,31 III,Cf It .Lr ;(?;.4-j i!_. 17;'e_! _._.19 1'u:_• }7i8<r.-j f A,011) niH,- Z C1 ,f„ Z A Z Z iL Z i;7 tS CL„!; 3, 6 ,,401 ,<34 3,?! r� 170,06 1:V .1. 17 .0, Sr < .400ii �t!.:•3 �rt,;1 ;r.`IS L �I n zn T+ — n i t 2 = +i 2.76,. 1. 1'r7,4h 177,35 177,23 177,in_ 1.'..li 1'r6,9t 17.=,ri I76,69 176,.5!9 17-.49 f, RPcf,°)n �L i n. +'� R+} 7 G= N•-: ! C� F!tl,'1� _11. .a'4 _..._ �..!� ie t❑ f,i. ,��V 1, !.fSi.i _. _ _ ... i;l F1 Ev f ZG +"`L - 7L ^t 7 (" { j-c .- 7 c _ {7c U 2).:�,r . 76<_ Sf J,3ij 11;,<,__ etK a,. s7�'iz U3 5,88 1,5,(r_ i.(J.SK .. 45 ,i:. nE - T-..nU j Ln 1 e F eL _ <5� cry - L 22. f0 El Ell 175,21 175<12 175,03 174,66 174,43 i74,.39 174,35 174<.38 174,38 174,33 , r.f n1^ u^ 5 G❑ Qi 5 _._,- !1 J_P!!_ r •1 eta: , .. <42 .15 aLi ei�.. evli ni 01i 1 E! 17 { 1 L i7 an !7f 4 { .` a.4<,r;, E =V 1r4,.y9 1r4,68 li4.Lo 1r4.,2 114,1_ 474,04 1r4.01 1. 4.00 ;�!ttb!1eF �ici!!117E RGfj�[ DAC- Ei(' ! _ ',3n WATERSHED „ je; 8 „❑'-H❑S 3 .2 A EF 7_ !ON _ � E L!+u! ;_" AR0 e. i,r,JCi_OJ l t a�A+ I1:Jtir,. .<4f? i.,i 1 !!1�, ,! I.h�C-F .1� .�A:rh!_���+ ,00 ._t-;r EXECUTIVE CCEMTROL OPERATTON E 1;;=MP CON=';' ;T,�c ;� c—�n �R PASS I gENRD ,n i i �� lt.!_T�-d•.!1�' u. PLL L.V F, !-%L i iv ' r TR20 XEa 08-05-99 10:53 NORTHERN HILLS PHASE I DETENTION BASIN 3OR 1 PASS 7 REV ! PC 09/3:i(.2) PAGE 3 EXECUTIVE CONTROL OPERATION COMP(1T FROM XSr'_CTION I TO STRUCTURE I RECORD ID LTARTING TIME = 00 RAIN DEPTH = 4.80 RAINDURATION= 1,00 RAIN TABLE NO,- } ANT. MOIST. 4O;U- 2 ALTERNATE NO,= I STORM NO.=10 MAIN TIME INCREMENT = .110 HOURS OPERATION RUNOFF CROSS SECTION I OUTPUT HYDROGRAPH= 1 ARE C� INPUT f;,{ilLC f j( 4 - Lr, ' P, AT 1 f r? HOURS A;:rn- 03 ,,1._ MI INPlUT Ri,,.O URVE= 65, TTM OF 7NCF�+TRat IuN= 88 HOURS INTERNAL HYOROGRAPH TIME TNCREMENT= .4173 HOIR.S PEAK: TIME(HRS) PEA: 1f5CHARGE(CFS) LEAK FLEVATTON(FEFT) 12,67 11:65 (RUNOFF) ? ."( t5) FIRST HYDROGRAPH POINT A,0 Hn> C TTMC "O HOURS }nnI tnAu INCREicNT - i AREACC'. Mi RTG"HG ti6 jin 1 tif' {)4 01 {)6 1 132 9 2,00 DISCHG 1185 4,Ft7 91ii i1,50 I0,99 9,S1 6,23 5,41 4,42 3,71 14,001 iT aHG :,20 2. 5.. ?_x ?_,.G 2 7 I,Q.4 1.85 t;,'$ 7>_, 11,Ali ,� L,n„� a � c 4 e�? i C 4 2 09 i A2 e 00 DISC...._ ' .67 ..5 79 77 757_ 69 ,7 �[S},i}i_# UIJ(r11E1 ,71. ,6± eJi ,�.f~ s_ ,�.:? 16(. {it ii ISC HG 57 5n '59 5 S 55 1 5.1 53 52 ^"t -A fir• RP" ,49 E' 74 61 3 9 ,. 13 10 A Rill"F- VI'_!>!i�; 1!+ .f R:� _ i 54 I ,Tra T nH "i ?5,i CP RSa _. t A r-`EC ; BASF"__ _ JMF A a`1E SA N� SHE% ,,ji, Frf _ i -H: 1. � -T ;N , nPFRATTON R: OrF CROSS SECTION ri.Ii_ _ 2H TP !I! HYDROGRAPH= 2 t�,rn_ C,•� x` 4i,. ',116 t1F_ ::.,::.-_ .fir PP,tnr�Inn T^%f- AREA= ,iJ3 _y Mi INPU, rtUNO i !URVE= 9'` IME O .,I d- '!li!RS TVERNAI HYORO;GRAPH TIwF INi RE(F�yT= _ PEAK TIME(HRS) PEAK' u3?aUt! F(O:FS) 'FAl'. EL EVATlGIiI(FE,-r) 12,30 41,71 (RUNOFF) 24,18 1,9i 11QUNC,CI) TIME(HRS) FIRST HYDRO GRAPH POINT ({ HOURS TIME INCREMENT Na H01,.I .. TIRA NAGE AREA ii G^ NI, 2,00 DISCHG 1013 tit} 00 Iliri „it) 00 ti{) n() t?fi ii1 n 4.{! itTnni !rtr ,{i3 ,(76 :{!`' ,12 S3 ^; ?< ^' 3A 6.(1+) 1'1SCH13 32 .355 ,40 46 ,44 , 4E `;P,- 64 76 19A b,00 OISCHB ill{; i, 5 1,24 1,-= 1.45 i,55 1,74 1, Jti z:.'1HtIi _,34 1, 3 t,,,. 115 :: 3,97 4, 3(i 6:, •,9u it.00 :u i.,`JL, i7 tt:,16 3�,6.i 39,r� 2�,89 i4.37 5, .. 7,7" n,t;2 :,i,' ',w! 14,i,i) OISCHG 4,21 3,97 3:69 ?,39 23 99 2.94 2,7P 2.72 7.61 1 Af, r t:r 2,42 3` ? 2 " i 7R i '`' 1,44 i i�„�:.. J,i>>::_ i,:J c,- 2. 2 ,{it i,f _, Y .,50 1,2f 1iR,00 OISCHG 1,25 1,35 1x24 1.18 1,17 1,i6 #.{)7 '$ I.09 1.14 20,00 OISCHG 1106 .98 39 195 .95 18f 1 09 .97 IR5 Ski 22.00 OISM S8 96 .85 ,?i; 79 .75 1 7 8 ,78 77 54 24,00 OTSCHG 1,1.0 1e90 79 1 24 08 02 1 0i TR20 XEQ 08-05-99 10:53 NORTHERN HILLS PHASE 1 DETENTION BASIN im 1 PASS REV PC 09IB3(,2) PAGE 4 RUNOFF VOLUME ABOVE BASEFLOW = 3.92 WATERSHED INCHES., 65.05 CFS-HRS, 5.38 ACRE-FEET; BASEFLOW = .Oil CFS OPERATION RESVOR STRUCTURE 1 INPUT HYDROGRAPH= 2 OUTPUT HYDROGRAPH= 3 SURFACE ELEVATION= 174,00 PEAS: TIMEMRS) PEAK DISCHARGE(CFS) PEA: FLEVATIO1:(FEET) 12,94 , , 1,.1,;,_.9 ,18 nv,AS r M.1 RS. FIRST 't J)f i L. +yi r1M T = en, ROBS TIME INCREMENT = e?i HOi`. DRAINAGE AREA rrn .03 SQ,Ml , 4.00 DISCHiO .02 .04 .07 .10 .12 115 is .22 ..25 29 G. �, 17a 2 1? 7 7r 05 09 17 t 17 7. 7; 21 4,tjt REV ;.t�,tj;: Ai4,f_+ 1t4,.._ 1.74,08 174,{,, ,14,11 174,E4 174tE1 it4,19 it�,._z 6.00 DISCHS .30 .33 ,37 .4 .4; .59.� G. .45 .52 .68 .04 coo ELEV 174.23 174.25 174.28 174.32 174.34 174.35 17C 40 17C 46 17C 52 17C 64 L7 00 u s ry0 S 1.31 .33 1.3` _e _.45 i 5i {la+l t3 {f1 S1'•Ht- �,�1 .(,12 �,Lli {,.F,Cj' 1 l ' 4t: 1 :J .(, .00 ELEV 174.77 174,8 174.92 174.98 175.0 17t ,3 17` 06 t 5,11 = 1 '75,23 h i .r..r_ .. G .�. J A7� A.. .7.�. h Er�- 8 !too DIaCr:G 1t5B i,iJ 6 1,75 I.87 LeLfl Ls!f 't.,25 i.33 144 L6_ 10.00 REV tic 7C 1' 75.5,' 1 5. ,•. 17 : 7&97 174,10 17=, 4 17&43 17&75 .7r.1 .3i 11�.4. 1 1 7 E3 .r.: 79 1t.� ? 12.00 Jj.l.. .. 3,0 3,79 164 9196 11.22 1I,.... AL,tit 11 4!4 167 R.8r 12.i00 �'EV 47 1 i 19 78.7 17 9.r 1 180.13 1 '5 1(�A,06 179 90 17 1. '? 52 t I.LL _7rre 4 r,! 1 i .7 ,;{i:.E•> I1 , ,v: ,i A �, + 14.00 DISCHiS 8116 7.50 6191 &37 CC 87 143 103 C 8 416 14.00 REV 1 435 1711 i 9. 17iP 92 08 0 ?`. - � t 17 7 '9 7 �5 ,. E. , ii�, 1fY•�t(1 i7x. .. 17�a 4� 17+-i,`i' ib„),: DISC:,G 4,4,E 4,40 4,34 4,28 4,23 4,i6 4,1:.9 4,i,? .33 11301 i - r 17 1 42 757 40 7 78 J 7r 1 0 7 0 2_ 17_ _5 17:3 27+ :.5x7f' n �L�rd i?.44 ,7;;,-r�r' 'tr:.,,�. it$,3S 11_.•3.� i;a,33 7:J,..,l 17::,._, a17.�,, Ai::,,.. 16,0 DISCHO 3,81 3.i'� 3,67 161 51 3.40 3,41 135 T. S 1 ?ry 18.00 REV 17&20 17L 17 170.14 175,12 138,09 178.07 178.04 17.8,O2 177,97 177,85 20.00 D 1 SC NG 3.16 3109 103 197 L91 105 179 174 ,_,E? 213 77 7 i0 29 � 1 8 17 i �`(1.;;(. tLi•V 177,74 .471,]2 iii.51 17t,-%.1 i77,.:., 17i,s9 177.(+c Ei4,9`: i7&>}K 17L78 ±L.,0 DIJ•.a!!S 210 Lefvt•� 4+40 5.,4•., x.a Jt, ••.} {.,A.r .f.~ a.a r. ,Na 22_0, t-t_rJ 17[.4y 176.5C{ 51 17' �2 -i.33 7L.. 17L 1 6.tl8 176,iiii 81 .+- t. O itt;,•�1 A IJ,'±i `:.1 , 1 _ !� _,lie E' 24.00 DESCHS 1.94 1.90 1.85 1.7 1,T3 424 A .03 101 24,00 REV 1 75,71 } •7 a �1 e 7 5 75 -,S 9 L 1 i 1 r t 7 j 03 n,i ,::. S.A. ;; 17 .}c 17, 17.t.4; i?•�•3'f it;:.14 ii.. .7�,,ir, _ _ �74a- . 2 D I G•+ G loci RUNOFF VOL..^1_ ABOVE BASEFLOW - 3.92 WATr,,,c;E:. INi'.rr.,,; 55„08 CF:J-HRS, 5,3B ACRE-FEET; BASEFLOW - at:., t...J EXECUTTU CONTROL L OPERATION EUMP COMPUTUIONSEMrA_c1EA3 FOR PASS 2 RE:"€r D _ , Rn F 0 - 5-99 1 S A^ D T NT15 SIN ju; i PA CRT , 80 0 LLP�H A a REV PC 191817(,2) PA 5 EXECUTIVE CONTROL OPERATION COMPUT FROM XSECTION I TO STRUCTURE I RECORD ID 'RAIN TABLE NO,= 3 ANT, 11 IST, C- STARTINO TIME = .00 RAIN DEPTF = 5.40 RAIN DURATION= 1,00 0- 1ND= ALTFRNATF NO.= 1 STORM N0,45 MAIN TIME INCREMENT 0 H 0 R 6 UFRATION RUNOFF CF.IOCC L'rTI.Op 1 OUTPUT HYDROGRAPH= I ARFA= .03 Cl MI INPUT OU � RUNOFF CURVIF= 65m TIME OF CONCENTRATION= 9OURC INTERNAL HYDROGRAPP TIME INCREMFN T= 4 1 7 7 K 1.1 RC PEAK TIMEWS) PEA'.` D 1 S C H A FIR 53 F f C F EAK FIEVATTONIFFE-1, FT 1 2) Ff i i IN 1,1111 F 1-65 15,017 A7 FIR R. CT T I M F(HIRS HYDROJORAPHI 1 N T 0-1) HO IL 1 RS TIME INCREMENT DRATNAgc AR�A M i 0;.ol G DiSil-pic, 101.1 o^ 1001 10,71 1.01 6 117 .43 69 D?-.' 0 c t 2,0 0 1 84 6.75 12.09 14,94 . 59 6.7A 5,49 14,08 H.18 4,001 U,T Eti C 0, .119- .5,�4 9 3 1 18, 9 i 2.69 7 C 2 74 16.0 D I CC H G 1,91, 1IR4 1,78 i-61 1-45 It C,P TiC .I�ro 4 20,00 Ilt T--f-U j2, RJ r 2.7 ni 77 15 7 2 7� f !!i"CHi 0 L9 71 64 k"I L I D S r-1-1 A) .7 1.3 4'kj i hI C. T zLI"NO i"iU Vill M-F A H 0 V'F DA=�-1 ERSHU INCHES1 j,01 WAT S q, ACRE 11 L.0 OPERATTAN RUNOFF CROCS SECTION 011u!T HY-Cf-u 'A= rNpr -!NO— "URVIC= C.-, 'TWC nF PoNprN7,RA 4--) Hn-11-C . - . I T'ON=ARE �11 So MI L ...; n t. r" t, .Fall. M - , , �f i INTFRN.'Al Y DR G,R A P P1 TIP'l. WREMENT= pnf!RC PEAK THIMME fHRS) P F A K 'I T C r"IARI F. U S-1,;�,ri - ,: t* � nU j L. i. 12,130 47,62 1 R U N 0 F r' 24,IR 2,16 1 R H IN 0 Flc Tl ORAINA,5P AREA HPH PMNIT FIRST HYDROGRA 60 HOURS TTM- INC 21; Wlfl.!!K--7�1 00 A f% r...3 P C, rjo 00 f.1.0 (It 1J, 4,00 DTSCHG 0q- i�) 1 41 L 1 D M-H, 6 1),. .50 T :2 I.R8 8 DHICK 1,37 C:7 i.65 v Q 11 7, 17, 10.00 D ISCHS 1,79 a .11-11 3,72e 4,1.4 4.65 2 6 .61 i 1 7,71 00 of), ,,.qrHC, 251,50 45.38 45,52 Iv.n 1 5A7 Z V, 6 83 A 0 14.01" 4,49 4,18 .F 3.A,h 3.15 .1,0- i 6,fir, D.T.SCHM �,-4 66 A13 17,5._ 7,31 1 i p 10 k�l D I S C lu,G lr4cl; 3.3 1 ,1 3,1 10 11.10 12 00 D?,-nHr 2 6 1,11 97 AI 119 97 .9) 22.H D I IS rl H G .99 1,09 9A ?Ii 08 Pn 8888 2'13 OR 03 101 TR20 XEQ 08-05-97 10_5j NORTHERN HILLS PHASE 1 DETENTION BASIN JOB I PASS 3 REV PC 0918342) PAGE h RUNOFF VOLUME ABOVE RASEFLOW = 4,51 WATERSHED I!lCHES, 74.83 CFS-HRS, 6.18 ACRE-FEET, RASEFLOW = .00 CFS OPERATION -_SV�K STRUCTURE Rl TURr 1 INPUT HYARuSRAPH= 2 OUTPUT i UT Hf StROE7!i!1:H= 3 SURFACE ELEVATIO N= 174.00 PEAK sitElhRS! nrA• AISC sRSE(CFS) ;EA: E?EVATI?H(F=ET) 17,97 IL 02 00,87 I;F_1HF FIRST il DR OGRADr POINT ,D HOURS TIME THREMENT - "i HOURS DRAINAGE AREA A3 CS Sr 2,00 DRUG ,Cti .00 An Ao ,i_)li loo AO loo A2 04 Ft E 7� 1 00 ? 00 i e 00 1?. 17000 1 1 1?' 03 °,i:t1 ,_�,.J 1F4,tii, 74.:,'t 1.4,:;,1 R7�:.,.,+ _{4, jt 174,tiii 174,i1ij 174.1i. ,�,�,.} 4,00 DBMS .07 .10 114 _17 .17 .23 .28 .32 .35 1R 4.00 E r 1,74.05 174.08 17 1} {74 {3 .15 174.18 1'�.71 17 24 1 C 27 17C 30 ... a r17 1 F 4,AI. `. .{ ul 74 _ L f .. i 4e R 1 6.00 UI":`l <41 44 .49 .55 AS `- ` FL i EI 6.00 ELEY 174.32 174.34 174.37 174,42 4,4E 4 1 4,SS '7' 66 1 4,_( 114,4:_ 17'. .r 17 ,�_ 17 x{�i, i( .:1 SAO DISSlur; n6 1 71 1 33 35 t 39 l � __ 1 + 1 n , , 1.: 1.r••:. Se !� 1..4.1 �.r45 _ •_1i },L:. I,i�. 0.00 ELE. 171.77 175.N 175.03 175.06 17110 17114 17T 20 17127 17135 17144 ! . f[. DISC.... d<(? )..._ 107 L,1,.'. --- L,... ,...:a r.-' 161 ,.,o;. 10100 r: i 175.55 175.66175.80 175 17 zr r >~ {7 r 7 r!,•i Ct_._{i ,.i:�.�.�+� -._. C 11r.1-- irb,33 177,.11 i.{f,t'":i 11 .<1;: ... .lf t+ ii4`CH.. 128 'i.e.. ...i" 1110 RC.9.. WO 1L,7i. i. .__r I .r f9 1.76 00 F_EV 177.97 17R.3 179.47 1RO,49 1Sl),_•4 R SS 10174 10f} 5L 1R 'L tn: t- RAO [}}`:`'UG 11i.=9 ` 163 ❑❑ 77 r {` 69 170 4.91 _ .. C.+, Rai}-. ..:7 ..(`. f i=`.: •.!, .. t:- 1 R AO _`:EV1 i93 179,7! 17� 49 1 79 71 179.15 179 00 �7C 7 n -,L i 57 ._..�.V L77,7:= .. r, ? a( _. 1"l.:iii .. j7:4,i:, z7Y,f� %�. . nISCHS ;5 32 26 1n 16.00 1j 1,eI.,1:1, f=.Eir _ �4 C�sO R:rr i; �,� 4, � .. 4.19 4._,.. 413 00 E 1z_ - 7n S� 7B d 78 S. 70 17.E 37 1"- 17 {-n . _, . . CLt�' _..`_tt` 1(Y1.4,. ,it... .t i.Fcr,>r� 1FRr,�.' 17c,.34 ti+..',i (�1.34 dF:...31 ii!`..29 IR t 01ScHP z 97 - i - 71 7 t 5 3,51 3.39 a Ai_ ,r: rc.11i� , , .i,9, 3,54 ;ia7f ,i.r. __.:4 3,.:5 _,a:. 3.44 r i E LEl 178.76 178.23 178.21 U8.i8 " ; 7ri13 17„11 11 }P 175.tn 178,03 70.00 DiM1UG 13.3 L 6 7 'i 114 108 107 196 L90 185 _,79 1 & i}i 17 8.n { N 177 17 L n nr i L .., i3,(}i_ 4(+.. .. ;7,?L ,(�. d t„f3{) _/(.4Y 17[.3,� 17t,,..- lf7<1c d((<iiY,,� 'i 22.00 DISMA 2.74 2.69 2.64 2.59 _- 4 L49 4' 2,40 L35 .,30 _, t r 176.89 80 0 17b L. 176.53 1 4 { r 1 L 27 17 19 ....,1}�F i_i..EV ;f a.7� - %(�...._ 1715.1;. F_,.le .7„_4. t7n,3F.h !(, r .f iifs,57 n n n r- n , r 59 { �-4,ii(;R 1- 1ni�1' c',;:t t,�'4 .__e-_ 3'..it'. i, 4 1.76 _,J7 i,T4 1.3.i 16 24,00 tIEV 176,11 176 0c 176,05 l719 1717 r.i, % 17133 17116 17&01 1=4.26 RUNOFF td111.NE ABOVE BA1C..FLOW = k5l WATERSHED INCHES, 74,(Et CFS'HRS; Et,15 ACRE-FF'Ti BA:`F1 OW ._ ,00 i_+F:S C iU F HE 'fv' I_ n PE UTTON RUMP _ F T E ONS COMPLETED FOR PASS . RECORD- _.- - ,� TR28 XEE� i.?F,t-!i5-99 10;53 NORTHERN HILLS ,•PHASE ASE 1 DETENTION BASIN iOR ? PASS REV PC 09/83(,2) PAP EXECUTIVE CONTROIL OPERATION COMPlUIT FROM KeECTICN 1 TO STRUCTURE 1 R RECORD ID r _ ,!�t RAIN DE = t1 TS, 't: T TAKE = 3 ANT, MO ST r•- - 2 STARTING TIME - 0 RAIN r( 6,96 RA,. ti+RATI .N= 1.ii!i f.A,; T ,;:_ �; • :�,t,t, i,t_N - etrTt n t t T� -ar TINCREMENT �.. IcRN?E N., I TORT NO,-;9 MA14 TIME H1;1RS FRATTION RUNOFF PROSS SECTION I MITPUT HYDROGRAPH= 1 t 1 IT t'N t'r- TMC C ;}_'fi 1Tpf - �t AREA= C:3 St:. MI INPG: R.t:...:-F CisR C. 67- T,...:_ O :NCENTRt ._ON= n$ HOURS INTERNAL iTERNA! HYDROrrAP( TIME Id iRENFNT_ 117.'. HOURS PEAR; TIMF(HRS) PEAT; DICKHARSE(C!TS) ``EA): FLE ATTON(F-ET) 24,39 i.25 (.3-194OFF) t .Nt irS `INT i . ! ;T Hi]ii` ;.fin t ? � . J:l a O- .,. DTSPHC .00 j ,1}i ,S?i ,ti ,ti}' • .,. -.!;'4' j)e" iTSCHO tM1 at— • — •42 ,513 , R 1'0— i.a77 11.819 : ...: _ is=,,ti TS,,.... r bi.; i, t _4,L4 .2 3 1!.,T 13,25 1i:,•_, Fa31 Fr !L, ' fI'r"c' 2,R9 :.•76 A;;A 5s 2.47 ..1 2,69 t :9 1,76C. 1�-,`�'! i%l,-.:•,u ..,:i. l,a:` .i.�r t.T.._ , ,..1..; .,..- ).?: :..19Ii- .u { 1,07 :t ,,!t? ?17..SO,tli... IS'-,t1`? ,97 .?9 1 .99 -i4 .9 , '} .`:9 ',�.G •_,� "j.iii? re:�,.� °•i 1,C? 1 =i ;4 sT 37 it 1t 7 p .R r J=5CHu r:J.?+Il.;t•; _. • ` <:_ .!_ _ . rJ ^ .... 1-Int .tri;14r ABOVE i•15"C'?N CFS-::R57 ArR:ACHr ATTnN -_-. - - �! ACC nCC UrTTn°! '_1i1 T CitT HYDR-,i^RAPH= F"= o CSl T Nl DHT tjNnFc tall it i §ft`C3' -i T t' H�li AR..�— :.z _ . ML I R: .;,r: ROE= 9^ T,M;= ti ':?:i,.:."�T T(I= _._RS INTERNAL ; DR GGRA.I TTN T CRrM_N;_ ,. 1., 7: , ?=-n x WARNIN?^-MAIN TIME INCREMENT MAY AE T.10 E-AR6F_, :ilt?. PEAT bc,7:,; AT .....:TIO;d F :•EtDi:^ ,r:,, AihIACE T Ht::R+.,fRAP11 U U.-Ii;s.. +E i 5 . -EA.; TIME(HRS) PEAK DI-HAR„Ei:"FSi PEA1; E;..FUA I?l�r (rttTt 24.1` FIRST FY:FOGRAFHPlIiJT .C_ TTMF- ;,SCR-M_ -N:T "t HOURS H T;r .R__ AR !.� _.. IrTME(HRS) li ,toil) iASC H" !)!} l?i_? ,vi? i?a It{' 4.i?I'll lll S C H 2i 3!) .1R ,42 4^ Z 6 `7 L t f T^ H Cr rJ^ + �f, 1 :- •,7 4- 0' 5J•lt:j !!S.e!,,:•� a� rtri ,�cM1 ,J 1J ,9JT 5,0 GISCHu ^:.79 2,20 2.2 1'.4- ^:. Q '.( 3,i 4 ,i` 3.. _ 3.L' It,'' t)I5'=".HS 3.93 4,i!) 4.63 5,14 �9 6,37 7,19 n,'� 1 ,'9 ir,4L 12.!O C^ Z � ='a 59 i � �77 C'T ^ Q 0 G L'? DISCHG 3.r� 59.,JY aY.4J. 36,::4 !9 13, ,} 1 .07 .,+.J3 r,. l 6,.2 14.t?(I D13C r; 6,141T 51$01 5,4A 4,96 4.73 4,17 4,29 4,07 3,97 .3,u.. TR20 XFQ 08-05-99 10:53 NORTHERN HILILS PHASE 1 DETENTION BASIN ,!OR 1 PASS 4 REV PC 09[830) - cA16;F 9 16.00 D I SC14G 3.54 3,42 31 39 T 24 1?7 159 10 119 110 1,84 1810 C. DI SCHG 1.,87 1.97 1& 1,73 1.70E 1,69 156 1& - ?.•S j35 2V007 DISCHG 1,55 1,42 1,44 1139 1,43 1.25 K 30? III i 4 1.,17 2�i00r+ D133 CH,F 1,27 1,40 h24 1,16 1,14 j.13 E13 1,13 1<12 a9 24AO DISCHS 1161 2,77 1.15 06 .11 €3 if1 ,,,:•:.,-- ^; �.r•,:- ,.- n r. AA.,n� r,- 'Tt - tit ^� I�.,i,h PF i O>il = Try,.,,: . !^ +Fr.: i' 45 i.E'7-HR5 0.n ti: �+ nt}PiU�t• �tG_Uhjt: r A.,.F 1 i 1;u �i:i-nti.F�� Sli 1- � , :. .. ,. t:� - ,,, �.,.- a.,,. t'!. f(_u ..!:,: } r .. .t c,rt i�-i%C I `CCI. 1.;. OPERATION RELUOR STRUCTIME 1 INPUT HY DRIOIGRAPH= 2 OUTPUT T HY,;<OGR� AeH= 3 SURFACE E}_°-1JA ION= 174.00 Piro;' TlME(HR. S) F`A: (tSCHA,CCtFr�i PEAK ` ryAT Ij _-Tt n 64 T7 hE i`ir _ . .1,tD ROGRA Pr POINT _ 1 HOURS TIME INCREMENT _ 20 HUMS DUTA `nC ARM ,03 BE Mt. 2.041 DItiP.;,!^. ,Il!': An .00 loo , 1 ;`Z, .06 1.1.1 j 5 ,1 2.00 ti_EV 174.00 174.00 174.00 174.00 174.01 174,t);_` 17 4,05 1.74,Q4 17011 17614 4.00 DISCO .23 .20 .33 139 4" 146 153 ,59 164 16R, ;1i{ -!i t74.18 S '} 174.30 32 174.35 41 174, 6 1704` '74 `•s =ilI, . L�. V 74,,._ 74,c6 i.74, 17;_ _ 4 ,., coo ISMS .72 •(L .97 .91 .9 .97 1.ti7 419 1..3i. 10.. 6.00 --.-E. t74.56 :74,58 174.63 ,74,1t. 174.73 174.74 ttT,!:2 17&92 17101 175.05 SAO PI^CHR 1.0 1.47 1155 1.62 1.71 1180 130 n 02 111 :..c_ too _ ,11 19 175,, 175. (( 175 C_ { c { r ' c 93 UL .. ....E•'( 1(` lr:'_ .. .. f.l 3,! 175.49A(• 'i( :.(,1e ni? 1i ,7 i i{;:,ii'-', 10,00 DISCHR nZ -I„ st: v 39 !Too {y REV 1.?L,in 17 72 176 33 i� L 176 ,r-. _ P1. s.7'. . .. - n 17. AS 17 .t...!�•. %l.i , .. +.{,t, �.. .„�,.�. �. ,,4:< :,{:e,ri! 17`.,:: G3 i7i..3u t(O,i.7 DI {+ n v C iL - 95 '•L PP 1 3 `L, 34 !TOR - ill-- i.:.,t�!i .r!.•l+.I i,7 .-7i (,,, !15R a=..,4 lE, .. _.., r ,i. i. ? .i sn 00 i 171nL 75 Pi 07 102 n3 inn Ls {P-" L 0 18 snn ,4 1H = ,.,,:� �t�t� ..r ir`7. _. t: . 1r_,_- RE A! . .7 _,..4b 1v._,F !_a,.s: t,. ,. to - 1419 3+ '11 �iT" 4. 117 j3,iir t .. i' '.j,kl; .....•b 9,37 ,5� 7.7` 14.00 FL V 1R1,45 181.17 100.09 180.62 18137 10112 7%07 ULM UT43 17425 Won OTSC :n to L 57 601 SIR 1^ 409 C57 0So f 4, 6 3t t. _1 FV 179 tit 170 178 P4 17P 73 178 6 17 s•,:} 49 17 r-46 US 44 17P !r,ti(' '..'4' i.(7`i.;: ;Y,,46 �.(_,_ a7...!�) i{:;,,;-t ,a7.�;. i;_ __.r,41 i tIR-"n 4; Zr 7 f 17 4 = s P Z Z 05 Z Z j.-},I,Ct I;;.,!:,,ri7 , 'i.•.- +, .. .1i ta.ti4 `.4.., .,,`�l , .._ ,7: .,.7;'•' EU - u 17� Z4 P {-' n -L 17124 17P 21 17 19 +t 1, 1i3,l7ii F,..1-+./ _. ..3� 1.f:.,.._ _(1t,..lT 17t.<31 Et'.._;.S 17B<�+. „-. .� x•. .i _,_ 1%r,,r 71 4Ft .!1._,;.,Yt' 166 3.60 3,55 149 143, 137 132 176 120 2} 114 eE:,00 -_EV US,14 :., ,.1' 7j<i4 178,07 17105 05 17S-S3 170.01. 17173 17L 07 1 7 7 '_� i 2100 D i SCHR 1.09 103 ,,.r•p 193 Los 183 L 74 ,_,73 LAB 1E 163 n1 -s� Roy 177 r{ { 5 f- 17. Z 1?� 177,14 17 - 176L PL L PP 17 :.:., i,, s--.mot! ,.{i-n, y(i,..`� It .43 .t t..3.: it{.�•) is , .r ii7, 1(,.,. .. {ir,?R ne00 :SCHR 59 5 6 n c, n =1 1 L Z- nZ 109 L Pr EV h aj LP 1 L= 176 56 176.43 Zi 17L 10 j 1 - ::4.1;_ Ei_C: „ ..7F,_- s75, ,.i %(.,.'�<r iltr,..,!. _,iY .7�,lit (5,58 i.7_,ft{: r,I. 03 0 L.(;i SCH= 1.,.. 1,:,- 1,4? €. .- j.' 3 iii} 2A.00 .F'CSJ 17146 17178 175.11 174.77 1 C 1 3 17C 02 17000 RUNOFF i! _:1M` ABOVE „ nULan = 100 W. Tin=HED INNER, an . _F. HRR I 5,22 ACFE-F_FTi BASEi An : : EXECUTIVE CONTROL P'ERATION FhDCiP COMPUTATIONSCOMPLETED,, FOR PASS 4 WORD;D I17 TRIO XEN 08-05-99 10:53 NORTHERN HILLS PHASE 1 DETENTION BASIN MR I „ASS REV PC 09/831.i i PA SE -=ECLTI'Ji fP11TRi[� OPERATION EN??l R RED.' ? i?l b T"o YES 08-05-93 10;CZ3 'TrIN -R-I. NORTHERN HILLS PHASE I OFTEN BASIN in; S,t I M M,14,R y REV PC 03/83(.2) PAME SUMMARY TABLE I - SELFCTEP RESULTS OF STANDARD AND CXFCUITIVC rrINTROL INSTRIUCTIONS IN THE ORDER PERFORMED (A STAR(*) AFTER THE PEAK DISCHARGE TIME AND RATE (CFS) INDICATES VALUCS L l."HIES A FLAT TOP HYDROGRAPH A QUESTION MAR"Y(?) INDICATES A HYDIROGRAPH WIT H PEAK AS LAST P Oj 1.NT I PRE�IPTTATION PEAK DISCHARGE el F 4-T I nj N S_lT ANDARD RAIN ANTr�r' MA I N --T.r?!JrTljRC T I- CONU 311 DR A 1 N A Fs F TAB",F M;q T I M, ------------------------- R'INUF -------------------------------------- in OPERATION I ":,ND !NCRcM RFSIN RATF AREA AMOUNI,T DURATION A MO 1 i N FLEVATION 'TIME HI RAT M1 (HRI •IN T'[Sr . ) l I - HR (TNj ( RI - f s�:,. Aj T RNA T F RTI 2 '71 t5 74 4 -7 zz 03 .3 19, X I'T 10 N 2 R I N 0 F F F. Inc.- 24 ()!1 1 1 RT RUT'U VOR 31 1 'I.z.- I 78r 77 5: 06 -,Tr RNATF S TO R MI I fli I RUNOFF 03 1 T; ON L r.. 2 f) 24,00, 5 4 5 i.5 12.17 2 RUNOFF 10.1 fli 3,92 .0 STRUTURE I RESMR 07, 3 4 8, 24,A 0 1.92 t R 6 12.94 A::URNUF 1 1RN .3 p -j -74 --- r,C17 -A, 4 0, 4. AVCPCTIn R U N 0 F F-a. - LIN ? 2 0 g 4,9j c: -1-RUIC T 1.1,0 tc MA A 4,-- 41 c i ot 9.) Ai T E:RNI A,T 9 T 11n:N 1 R NO F C ;-,I L C: A 4, 0; 12,64 4 7 e C'T T P1 7 Rl li'JUF -Z A R2,k,4 67 7 m5 XR 0101-3-9 R:S NORTHER ELLS PHASE DETENTION 9gN REVR migKg %7 \ SUMMARY TABLE - m§9g7 !Jg 2 X39Im§ AND STRUCTURES FORALL STORMS AND ALTERNATES; I.,I 2g»7 STRUCTURE AREA S9Mwr9e....., m 3§ MT 2 m S g SRU'�� � ---= ' #RgA7 . 4,25 R.3 I%0 E3! eR9a _! ALTERNATE �} &9 � vcECTTON 2 103 e3g2E ! 259 gJ! 4"'a2 6 2.2 24AME: Nnrthprn Hi 11 e 1T LOCATION: Buckland Road TYPE OF PROJECT; Commercial Site Development ARCMIECTURAL A4 D DESIGN RE 'IE V CGI� CHECHI,IST The following items must be submitted, in accordance with Section 9 . i of. the Zoning Regulations at the time of a site plan application for an in`qustrial or commercial building, or high density houslnc. \✓ 1 . Site plat: of the property (per Section_ 8 of the Zoning Regulations) V/Z . Architectural elevations of the proposed buildi nc (Cl t 3 . Types, styles and- colors of building materials, ex-er=or facades and facing, and fenestrations (samples suggested) 4 . .special architectural features (if applicable) VS . Colors , materials, and location of lighting V 6 . Design of signs 7 . Mechanical hardware proposed *on or around the bu_idinc and roof, including trash compactor, and auxiliary storage areas u 8 . Landscape plan' indicating location, types, sizes, and quantities of proposed plant materials AlI of the above-recruired information/materials have been provided. Siana a Date Please be aware that missina information or incomplete information may result in a dewy in action bythe Committee or. this application.- Hesketh 6 Creamery Brook • East Granby, CT 06026 F. A. Hesketh &Associates, Inc. August 27, 1999 Marcia Banach, AICP RECEIVED Director of Planning Town of South Windsor AUC 27 1999 1540 Sullivan Avenue South Windsor, CT 06074-2786 SOUTH WINDSOR PLANNING DEM RE: Proposed Target Gateway Zone Buckland Road South Windsor, Connecticut Our File: 94010.00 Dear Ms. Banach: We are submitting six (6) copies of our traffic report for your review as part of the site plan approval application for the above referenced project. This report was originally prepared as part of a similar application for a Lowes Home Improvement Center on a contiguous parcel. At that time, the study was conducted assuming that a 125,000 square foot retail development would be constructed on this parcel as a "future development," and traffic for the 125,000 S.F. was included in the calculations at that time. The exact footprint for the Target has been superimposed on this "future development area, and the actual square footage has been determined to be 127,450 S.F. This minor change•in development size amounts to an additional generation of approximately 9 vehicles during the PM Peak hour and 12 vehicles during the Saturday peak hour. Clearly, these small differences will not change the results of the capacity calculations presented in the original report;and the conclusions of that report are still expected to remain valid. Trip generation computations for the new development are included with this letter, for your review. We trust that this information will be sufficient for you to conduct your review of this project, and ask that you contact us at any time if you should require any additional information. Very truly yo rs, Stephen . Mitchell, P. 1! Manager of Transportation Engineering d:\p f\94010\I owes\m b a n 8269.d o c Civil &Traffic Engineers • Surveyors • Planners • Landscape Architects Tel 860.653.8000 9 Fax 860.844.8600 9 email hesketh@snet.net Proposed Target Summary of Trip Generation Calculation For 125 . 0 T.G.L.A. of Shopping Center August 27, 1999 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 62 . 95 0 . 00 1 . 00 7869 7-9 AM Peak Hour Enter 0 . 89 0 . 00 1 . 00 ill 7-9 AM Peak Hour Exit 0 . 57 0 . 00 1 . 00 71 7-9 AM Peak Hour Total 1 .46 0 . 00 1 . 00 183 4-6 PM Peak Hour Enter 2 . 79 0 . 00 1 . 00 349 4-6 PM Peak Hour Exit 3 . 03 0 . 00 1 . 00 379 4-6 PM Peak Hour Total 5 . 82 0 . 00 1 . 00 728 Saturday 2-Way Volume 84 . 17 0 . 00 1 . 00 10521 Saturday Peak Hour Enter 4 . 20 0 . 00 1 . 00 525 Saturday Peak Hour Exit 3 . 87 0 . 00 1 . 00 484 Saturday Peak Hour Total 8 . 07 0 . 00 1 . 00 1009 Note : A zero indicates no data available . The above rates were calculated from these equations : 24-Hr. 2-Way Volume : LN(T) _ . 643LN(X) + 5 . 866, R-2 = 0 . 78 7-9 AM Peak Hr. Total : LN(T) _ . 596LN(X) + 2 . 329 R-2 = 0 . 51 , 0 . 61 Enter, 0 . 39 Exit 4-6 PM Peak Hr. Total : LN(T) _ . 66LN(X) + 3 . 403 R-2 = 0 . 81 0 .48 Enter, 0 . 52 Exit AM Gen Pk Hr. Total : 0 R-2 = 0 , 0 Enter, 0 Exit PM Gen Pk Hr. Total : 0 R^2 = 0 , 0 Enter, 0 Exit Sat . 2-Way Volume : LN(T) _ . 628LN(X) + 6 . 229, R-2 = 0 . 82 Sat . Pk Hr. Total : LN(T) _ . 651LN(X) + 3 . 773 Sun. 2-Way Volume : T = 15 . 632 (X) + 4214 .458, R^2 = 0 . 52 Sun. Pk Hr. Total : T = 3 . 12 (X) + 0 R^2 = 0 0 .49 Enter, 0 . 51 Exit Source : Institute of Transportation Engineers Trip Generation, 6th Edition, 1997 . TRIP GENERATION BY MICROTRANS Proposed Target Summary of Trip Generation Calculation For 127 . 450 T.G.L.A. of Shopping Center August 27, 1999 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 62 . 51 0 . 00 1 . 00 7967 7-9 AM Peak Hour Enter 0 . 88 0 . 00 1 . 00 112 7-9 AM Peak Hour Exit 0 . 56 0 . 00 1 . 00 71 7-9 AM Peak Hour Total 1 .45 0 . 00 1 . 00 185 4-6 PM Peak Hour Enter 2 . 78 0 . 00 1 . 00 354 4-6 PM Peak Hour Exit 3 . 01 0 . 00 1 . 00 384 4-6 PM Peak Hour Total 5 . 78 0 . 00 1 . 00 737 Saturday 2-Way Volume 83 . 57 0 . 00 1 . 00 10651 Saturday Peak Hour Enter 4 . 17 0 . 00 1 . 00 531 Saturday Peak Hour Exit 3 . 85 0 . 00 1 . 00 491 Saturday Peak Hour Total 8 . 01 0 . 00 1 . 00 1021 Note : A zero indicates no data available . The above rates were calculated from these equations : 24-Hr. 2-Way Volume : LN(T) _ . 643LN (X) + 5 . 866, R"2 = 0 . 78 7-9 AM Peak Hr. Total : LN(T) _ . 596LN(X) + 2 . 329 R"2 = 0 . 51 , 0 . 61 Enter, 0 . 39 Exit 4-6 PM Peak Hr. Total : LN(T) _ . 66LN(X) + 3 .403 R"2 = 0 . 81 0 .48 Enter, 0 . 52 Exit AM Gen Pk Hr. Total : 0 R"2 = 0 , 0 Enter, 0 Exit PM Gen Pk Hr. Total : 0 R^2 = 0 , 0 Enter, 0 Exit Sat . 2-Way Volume : LN(T) _ . 628LN(X) + 6 . 229, R-2 = 0 . 82 Sat . Pk Hr. Total : LN(T) _ . 651LN (X) + 3 . 773 Sun. 2-Way Volume : T = 15 . 632 (X) + 4214 .458, R^2 = 0 . 52 Sun. Pk Hr. Total : T = 3 . 12 (X) + 0 R^2 = 0 , 0 .49 Enter, 0 . 51 Exit Source : Institute of Transportation Engineers Trip Generation, 6th Edition, 1997 . TRIP GENERATION BY MICROTRANS STORMWATER MANAGEMENT REPORT NORTHERN HILLS II BUCKLAND STREET MANCHESTER, CT BUCKLAND ROAD SOUTH WINDSOR, CT AUGUST 27, 1999 1 Fuss&O'Neill Inc. TABLE OF CONTENTS A. Stormwater Management Report B. Criteria Used To Design System C. Gutter Flow Analysis and Storm Sewer System Design 99402\A 10\GBM0826A.W PD comes. 1 Fuss&O'Neill Inc. Target Buckland Hills Drive Stormwater System The project is located north of Buckland Hills Drive and borders the recently approved Lowe's project. Target and Lowe's share an entrance drive off Buckland Hills Drive. The Lowe's storm drain system was designed to take the run-off from a fully developed Target site. The Lowe's system is designed to take a total 10 year peak flow of 24 cfs from the Target site. The actual flow will be 20 cfs. The criteria used to design the stormdrain systems is as follows: 99402\A10\GBM0826A.WPD 1 Cones. Fuss&O'Neill Inc. TABLE NO. 1 SOUTH WINDSOR ITEM STORM SEWER SYSTEM Design Storm 10 Year Time of Concentration Seelye Chart Runoff Coefficient Weighted Average Rainfall Intensity DOT Hartford Chart Peak Rate of Flow(Q) Rational Method Gutter Flow Analysis DOT Charts Pipe Capacity Maning's Formula Pipe Type RCP Roughness Coefficient .015 Velocity At Design Q Headwater(HW) Federal Hwy Admin Chart#1 Minimum Pipe Size 15" 99402\A10\GBM0826A.WPD 2 Corres. tv) _ INLET STATION AND OFFSET to-Ac,S tv TIME TO INLET 67 ' J 'D ' w AREA IN ACRES J c �! ° o a Q � v - RUNOFF COEFFICIENT o SUM OF Al r. 'v✓ , C`�, � �� C`' 1° C iw °',� -4 TOTAL Al 00 RAINFALL INTENSITY �j �lv 41 i ' �• t ' co Q TO INLET k"i lzr lZ> , .; p GRADE OF GUTTER o C; o CROSS SLOPE Cy OF SHOULDER • o ' " �' ° - DEPTH OF FLOW Iry Q N AT GUTTER ASP t * O� w WIDTH OF FLOW Q BYPASSING INLET 4 � � AI BYPASSING INLET ('`� t'� -• ' w (°° �,; `V I'\ AI ENTERING t N CATCH BASIN oN 133HS A903H03H0 W8Id { 13381S 31VO AG 03NJIS30 -- `^ T�V(� 103r0Md r? IN80j SISA-IdNV MO-1-4 a311f1e) 80S0NIM Hinos -0 NMOl TOWN OF SOUTH WINDSOR GUTTER FLOW ANALYSIS FORM 2.1 Q� —PROJECT DESIGNED PK / A`' DATE k 5�� 11 � l� s+*" STREET t FIRM CHECKED BY SHEET No NISV8 H31VO ON1831N3IV 131N1 ONISSddAB IV !2 ,© 0 13-lN1 JNISSVdAB 0 MO-Id d0 1-1101M M , a311no ld a MO-Id d0 H1d30 — w� M30inOHS d0 3dO-IS SS080 — 4 8311ns 30 30V89 0 o o 13"1N1 01 0 • A11SN31N1 "11bdNIV8 CD Id 1d101 ►� M � „ IV 3 o wns Id ; 1N3101dd300 ddONna v N I S380d NI V38V M P 13'lN1 01 3w11 ai 13Sdd0 0NV NO11d1S 13-INI -49- PREPARED DATE CHECKED DATE PROJECT NO. j ro O Fuss&O Neill Inc. Consulting Engineers BY BY q Q.L4 0-2—AUr 'vrAAS- ,,, . ' C.y(, V/d��tZe9 k SHEET NO. 1 13k, i . , - e ,- L9Li� 71— AI --- -- � E r 1?S Ar 5zU `_el j CL Lk At, 1014 or 6-7 . 3 E _ __ � Fuss&O'Neill Inc. Consulting Engineers PREPARED DATE CHECKED DATE PROJECT NO.BY BY (,-TM �2 ��9 qR-Gl C�2g tG "AI 4tC-'�. ._ l"b SHEET NO. L Of i ` lam`-� 3 r � t Z.g°� r . , i E i t i .,..�.-�,,,.�:.._,..,....,:.�.......�. ...,..,.w._.�._.._................�..._..a-.,.� �..�.y....�..M.....-.x..,.., �rs...�,�.w.....,..,...,A, ....:.�.. - .mod Fri.dl1in v-, Jsf Q - LINE SEGMENT Ivl\I c IV\ v., N TIME TO INLET �.I u+ TIME IN PIPE wl °9 '� J ACCUMULATED TIME Q � c4 - � � J v AI ENTERING W ° w -,T� `,\ � z kA -�A VN CATCH BASIN ' C>9 SUM OF Al N O � � '� Jj � G IN SYSTEM ti RAINFALL INTENSITY J ,! Q IN SYSTEM °4 -4 °4, aq v'� co PIPE SIZE Ir N s� � €" .Z p LENGTH OF PIPE 0 ' volz> 149 G = SLOPE Ll W �l Q ro AVERAGE VELOCITY FULL CAPACITY HEADWATER �+lo n L � oN Y33HS ,l8 03)403H0 W2lId .� '� 13381S 31V0 AS 03NJIS'30 103r0dd Z'Z W60.J NJIS3IJ W31SAS U3M3S W801S 80SONIM H1f10S .40 NMO-L TOWN OF SOUTH WINDSOR STORM SEWER SYSTEM DESIGN FORM 2.2 PROJECT —TA DESIGNED BY DATE .jTREE F4,S,6�' �j�,Ci CHECKED BY SHEET No l U, O N31VMad3H f A113013A 3E)V83nd a �': 7 • O 3dO1S A ' 3dld JO H1JN3-1 IS � 3 Z I S 3 d I d rn s� (� %� 4n W31SAS NI 0 CO rj A11SN31N1 11ddNIV8 W31SAS NI 1x� {� IV jo Wns S e � k^ >` � NISV8 HOIVO J( ri Inri JNI831N3 Id r P t 3W11 03lVinwnO3d �r n 3dld NI 3W11 ►� 131N1 013W11 c� ,n (� rvn 1N3W03S 3N11 -52- POD FUSS&O'Neill Inc. Consulting Engineers PREPARED DATE CHECKED DATE PROJECT NO. BY SHEET NO. of 7 j ti t __ � �•� �Items_.�� Z.� L ��,�, :T��„�?� -- F - .- z •_.. •— '—_ •— _.._— •_—__. a ._ ._—. �-.. .. — .— �. f— — — - — i S�wN af4 t� 1540 SULLIVAN AVENUE• SOUTH WINDSOR,CT 06074-2786 0R.00' AREA CODE 860/644-2511 FAX 860/644.3781 August 31, 1999 CERTIFIED MAIL Town Clerk Town of Manchester 41 Center Street Manchester, CT 06040 Dear Madam/Sir: Re: Notice to Adjoining Municipalities In accordance with Connecticut General Statutes concerning notification to municipalities regarding Planning & Zoning Commission applications that could affect the abutting town, we hereby notify you of the application submitted by Northern Hills LLC. The applicant requests a site plan of development for a 127,450-sq. ft. Target store commercial facility. This application is tentatively scheduled to be heard by the Planning & Zoning Commission on October 12, 1999 at 7:30 p.m. in the Council Chambers of the Town Hall. If you have any question, please feel free to contact the Planning Department at 644-2511, ext. 253. Very truly yours, Michele R. Lipe, AICP Assistant Director of Planning MRL/dlw J v Fuss&O'Neill Inc. Consulting Engineers 146 Hartford Road,Manchester,CT 06040-5921 TEL 66o 646-2469 FAX 86o 643-6313 INTERNET:www.FandO.com Other Offices: Longmeadow,Massachusetts Fairfield,Connecticut East Providence,Rhode Island RECEIVED CERTIFIED MAIL Al1G 311999 August 30, 1999U ; €"a QP Ms. Marcia Banach Director of Planning Town of South Windsor 1540 Sullivan Avenue South Windsor, CT 06074 RE: Planning&Zoning Application Northern Hills II Northern Hills, LLC Dear Ms. Banach: On behalf of the applicant,Northern Hills, LLC, I hereby withdraw the application for Site Plan of Development which was submitted on Friday,August 27, 1999 and hereby resubmit said application today, August 30, 1999. Sincerely, %Ja . Gil , P.E. Senior Vice President /dmp MEMORANDUM To: Marcia A. Banach, Director of Planning From: Jerry C. Iazzetta, Town Engineer Date: September 7, 1999 Re: Northern Hills II (Target) Site Plan 99-58P We have reviewed the drawings dated 8/27/99 and the drainage calculation for the proposed Northern Hills II (Target) site plan and have the following comments: Sheet 3 1. Boring locations are shown, however no boring logs have been provided. Sheet 4 1. Iron pins should be placed at all property corners. 2. There are turning movement conflicts for SU and WB50 trucks entering the site — the trucks must encroach onto the opposing lanes to make the turns to the loading dock. 3. A major conflict is present opposite the loading dock — a WB50 cannot back into the loading dock if vehicles are parked along the southerly parking lot. Sheet 5 1. The pipe from the sanitary manhole in the most westerly parking area to the manhole on Lowes site is 350 feet long. Town standard is for a maximum of 300 feet of pipe between structures. 2. The sanitary manhole directly across from the proposed building is located in a heavy travel path. This should be relocated into a parking area. 3. There should be a stormwater system to catch water and prevent it from flowing over the retaining wall along the westerly side of the site. 4. An oil-water separator should be utilized at catch basin #5. 5. Sanitary manholes should be labeled and should show top of frame elevations. 6. Gutter flow analysis indicates gutter flows can reach 30 feet wide. It may be beneficial to add additional structures to reduce this flow. Sheet 10 1. A detail has been provided for an underdrain. Where are underdrains to be placed? Sheet 12 1. Details are provided for metal guardrails, however, wood guardrails are proposed. Applicant should provide a detail for wood guardrails. JCl/sfg \\TOWN_HALL\VOL2\ENGINEER\Projects-Construction\Target\Review Sept Tdoc PLANNING DEPARTMENT IN-HOUSE REFERRAL FORM TO: Matt Galli an Fre�. keichle, Michael Gantick Thoma s as Field, Bill Lanning, John Bond, Ray Favr Mel Stead, John Collins, Bob Deptula FROM: Marcia A. Banach, AICP, Director of Planning The Planning & Engineering Departments have r eived plans for the following project: Sg Location: C2 0 Site Plan ❑ Subdiv # Acres �� Zone ❑ Industrial , ''Commercial ❑ Residential # Lots/Units Water: KVFh3blic ❑ Private Well Sewerage: ❑ Public ❑ Se'ptic system(s) Project Description: Future Town-owned property involved? ❑ Yes a o ❑ new street(s) ❑ new detention area ❑ new open space/recreation area ❑ active ❑ passive Planning Department notes: Please comment by (feel free to use this form); return to Planning Department. Thank you. �,c� '11 rem ut 7b �— J"' ✓u c /i� rr.��r,.v-L a f�'�j'�- �ri e,v� 1-1A7 ss L e:., 1"� hex•�✓�L-c %..��.._,fo .r— e,. .v. .� C South Windsor Planning Department Memo To: Barry Guliano, Town Attorney From: Marcia A. Banach,AICP, Director of Planning Date: 09/09/99 Cc: Matt Galligan,Town Manager Re: Status of Ridge Road Once again, the question of the status of Ridge Road is being raised in connection with two pending applications: Deming Hill Estates subdivision and Northern Hills (Target store) application. The issue has been raised in the past by William Krawski and his attorney (see attached previous correspondence); and was raised to me over the phone by Earl Reichle yesterday with regard to the Target site plan application.All of these parties are insisting that it is a public street.At this time I do not have an acceptable answer for them regarding whether Ridge Road is a bona fide public street or not. Can you provide me with an answer that I can pass along to them? Planning &Zoning has a public hearing on September 28 for Deming Hill Estates, and on October 12 for Target.This issue will no doubt be raised at both public hearings. Thanks for your assistance! f 0 Page 1 1540 Sullivan Avenue,South Windsor,CT 06074 860-644-2511,ext.253 South • • Planning Department Memo To: Jay Giles, P.E., Fuss&O'Neill, Inc. From: Marcia A. Banach,AICP, Director of Planning Date: 09/09/99 Re: Target Site Plan Following are review comments for Application#99-58P,Target site plan. 1. Zoning Data Table: ♦ Minimum side yard provided is listed as 25 feet ±. The requirement is for 25 feet, so the provided amount cannot be"±" ♦ A 5% bonus for parking is listed; however, PZC expressly denied that 5% bonus on the Lowe's application ♦ Please show actual parking formula(required and provided) 2. Plot Plan ♦ Only one free-standing sign is allowed per lot. Lowe's has already shown the free-standing sign on their approved site plan. At such time as Target becomes a separate lot, they will be able to have a free-standing sign, but until then it does not conform with signage regulations 3. Landscaping Plan ♦ Does the buffer meet the criteria of Section 10.4.a (particularly the northwest corner, where it appears the building may extend above the cut)? Conformance also required to be demonstrated to take advantage of combined buffer/rear yard setback. Need buffer designs and cross-sections per Section 10.4.c. ♦ Quantity of landscaped parking lot internal islands and trees looks good; however, there is a es annuals/ erennial 0 Page 1 1540 Sullivan Avenue,South Windsor,CT 06074 860-644-2511,ext.253 � I j j V� �i1 I • • I..01. I � I • E W As mb lim I I 1 • I , I i I I Il •1 .i em i , /� �■I I 1I■� ` .I I II► I;�� '� I I� ■ I II y i G i I 1 III► e � ._ I '� I_ , Icy � p � • LT ,' ���� I �rt��,= _d.—SnEaA Ar..+k�oO.eb4r+'Q+hLAfl 3l•�'�52.�.�6�iJ i ' I I ' r ` HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4g 09-21-1999 Center For Microcomputers In Transportation ----------------------------------------------------------------- Streets : (E-W) Site Drive (N-S) Buckland Road Analyst : 94010\Target File Name : SDBRPC.HC9 Area Type : Other 9-21-99 PM Peak Comment : 2000 Combined Traffic ---------------------------------------------------- Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0 0 0 1 0 1 0 2 1 1 2 0 Volumes 186 148 805 176 141 996 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 11. 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 Grade 0 0 0 Heavy Veh 2 2 2 2 2 2 Parking N N N N N N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (YIN) N (YIN) N (YIN) N Arr Type 3 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time 4 . 00 4 . 00 4 . 00 4 . 00 4 . 00 4 . 00 Prop. Share Prop . Prot . ----- ------------------------------------------------------------------ Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru Right Right Peds Peds WB Left * SE Left Thru Thru Right * Right Peds Peds NB Right EB Right SE Right WB Right Green 14 . OA Green 7 . OA 28 . OP Yellow/AR 4 . 0 Yellow/AR 3 . 0 4 . 0 Cvcle Length: 60 secs Phase combination order: 11 #5 #6 Intersection-Performance-Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS WB L 399 1711 0 . 519 0 . 233 13 . 9 B 13 . 7 B R 369 1583 0 .444 0 . 233 13 .3 B NB T 1739 3725 0 . 540 0 . 467 7. 6 B 7.4 B R 739 1583 0 .265 0 . 467 6 .3 B SE L 301 1770 0 . 522 0 . 633 5 .4 B 4 . 1 A T 2359 3725 0 .492 0 . 633 3 . 9 A Intersection Delay = 6 . 7 sec/veh Intersection LOS B Lost Time/Cycle, L = 12 . 0 sec Critical v/c (x) = 0 .577 - ---------------------------------------------------------------------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4g 10-21-1999 Center For Microcomputers In Transportation ------------------------------ Streets : (E-W) Site Drive (N-S) Buckland Road Analyst : 94010\Target File Name : SDBRP100 .HC9 Area Type : Other 9-21-99 PM Peak Comment : 2000 Combined Traffic +100 cut through -------------------------- Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0 0 0 1 0 1 0 2 1 1 2 0 Volumes 186 148 805 176 241 896 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 11 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 Grade 0 0 0 % Heavy Veh 2 2 2 2 2 2 Parking N N N N N N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (YIN) N (YIN) N (YIN) N Arr Type 3 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time 4 . 00 4 . 00 4 . 00 4 . 00 4 . 00 4 . 00 Prop. Share Prop. Prot . ----------- ------------------------------------------------------------ Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru Right Right Peds Peds WB Left * SE Left Thru Thru Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 13 . OA Green 9 . OA 27 . OP Yellow/AR 4 . 0 Yellow/AR 3 . 0 4 . 0 Cycle Length: 60 secs Phase combination order: #1 #5 #6 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ----- ----- ----- --- ----- --- WB L 371 1711 0 . 559 0 .217 15 . 0 B 14 . 6 B R 343 1583 0 . 478 0 . 217 14 . 1 B NB T 1676 3725 0 . 560 0 . 450 8 .2 B 7 . 9 B R 712 1583 0 .275 0 . 450 6. 7 B SB L 360 1770 0 . 744 0 . 650 11 .5 B 5 . 0 A T 2422 3725 0 .432 0 . 650 3 .4 A Intersection Delay = 7 . 5 sec/veh Intersection LOS = B Lost Time/Cycle, L = 12 . 0 sec Critical v/c (x) = 0 . 633 ----------------------------------------------------------------------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4g 10-21-1999 Center For Microcomputers In Transportation - ------------------- Streets : (E-W) Site Drive (N-S) Buckland Road Analyst : 94010\Target File Name : SDBRP200 .HC9 Area Type : Other 9-21-99 PM Peak Comment : 2000 Combined Traffic +200 cut through Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0 0 0 1 0 1 0 2 1 1 2 0 Volumes 186 148 805 176 341 796 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 11 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 Grade 0 0 0 Heavy Veh 2 2 2 2 2 2 Parking N N N N N N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (YIN) N (YIN) N (YIN) N Arr Type 3 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time 4 . 00 4 . 00 4 . 00 4 . 00 4 . 00 4 . 00 Prop . Share Prop . Prot . ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru Right Right Peds Peds WB Left * SB Left Thru Thru Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 13 . OA Green 13 . OA 23 . OP Yellow/AR 4 . 0 Yellow/AR 3 . 0 4 . 0 Cycle Length: 60 secs Phase combination order: #1 #5 #6 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ----- ----- ----- --- ----- --- WB L 371 1711 0 .559 0 . 217 15 . 0 B 14 . 6 B R 343 1583 0 .478 0 . 217 14 . 1 B NB T 1428 3725 0 . 658 0 . 383 10 . 6 B 10 . 3 B R 607 1583 0 . 323 0 . 383 8 . 5 B SB L 478 1770 0 . 793 0 . 650 13 . 8 B 6 . 3 B T 2422 3725 0 . 383 0 . 650 3 .2 A Intersection Delay = 9 . 0 sec/veh Intersection LOS = B Lost Time/Cycle, L = 12 . 0 sec Critical v/c (x) = 0 . 716 ----------------------------------------------------------------------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4g 10-21-1999 Center For Microcomputers In Transportation ------------------------------ Streets : (E-W) Site Drive (N-S) Buckland Road Analyst : 94010\Target File Name : SDBRPALL.HC9 Area Type : Other 9-21-99 PM Peak Comment : 2000 Combined Traffic +ALL cut through Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- - --- ---- ---- ---- ---- ---- No. Lanes 0 0 0 1 0 1 0 2 1 1 2 0 Volumes 186 148 805 176 408 729 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 11 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 Grade 0 0 0 % Heavy Veh 2 2 2 2 2 2 Parking N N N N N N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (YIN) N (YIN) N (YIN) N Arr Type 3 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time 4 . 00 4 . 00 4 . 00 4 . 00 4 . 00 4 . 00 Prop . Share Prop . Prot . ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru Right Right Peds Peds WB Left * SB Left Thru Thru Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 12 . OA Green 16 . OA 21 . OP Yellow/AR 4 . 0 Yellow/AR 3 . 0 4 . 0 Cycle Length: 60 secs Phase combination order: #1 #5 #6 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ----- ----- ----- --- ----- --- WB L 342 1711 0 . 605 0 . 200 16 . 3 C 15 . 7 C R 317 1583 0 . 518 0 . 200 15 . 1 C NB T 1304 3725 0 . 720 0 . 350 12 . 3 B 11 . 8 B R 554 1583 0 . 354 0 . 350 9 . 5 B SB L 567 1770 0 . 799 0 . 667 13 .4 B 6 . 5 B T 2484 3725 0 . 342 0 . 667 2 . 8 A Intersection Delay = 9 . 9 sec/veh Intersection LOS = B Lost Time/Cycle, L = 12 . 0 sec Critical v/c (x) = 0 . 778 ----------------------------------------------------------------------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4g 09-21-1999 Center For Microcomputers In Transportation ---------------------------------- --------------------------- Streets : (E-W) Site Drive (N-S) Buckland Road analyst : 94010\Target File Name : SDBRSC.HC9 Area Type : Other 9-21-99 SATPeak Comment : 2000 Combined Traffic - - -- ----------------------------------------------- Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- --- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No . Lanes 0 0 0 1 0 1 0 2 1 1 2 0 Volumes 264 212 652 279 223 1076 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 11. 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 Grade 0 0 0 Heavy Veh 2 2 2 2 2 2 Parking N N N N N N BUS Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (YIN) N (YIN) N (YIN) N A rr Type 3 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time 4 . 00 4 . 00 4 . 00 4 . 00 4 . 00 4 . 00 Prop. Share Prop . Prot . -------- Sic al Operations Phase Combination 1 2 3 � 4 5 6 7 8 _B Left NB Left Thru Thru Right Right Peds Peds IN-B Left * SE Left Thru Thru Right * Right Peds Peds NB Right ES Right SE Right WE Right Green 17 . OA Green 11 . OA 21 . OP Yellow/AR 4 . 0 Yellow/AR 3 . 0 4 . 0 Cycle Length: 60 secs Phase combination order: #i #5 #6 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group : Ad! Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ----- ----- ----- ----- LATB L 485 1711 0 . 605 0 . 283 13 . 6 B 13 . 1 B R 449 1583 0 . 526 0 . 283 12 . 6 B NB T 1304 3725 0 . 583 0 . 350 10 . 8 B 10 . 9 B R 554 1583 0 . 559 0 . 350 11 .2 B SE L 419 1770 0 . 592 0 . 583 6 . 7 B 5 .6 B T 2173 3725 0 . 578 0 . 583 5 .4 B Intersection Delay = 8 . 7 sec veh Intersection LOS = B Lost Time/Cycle, L = 12 . 0 sec Critical v/c (x) ----=-0_644- --------------------------------------------- ----------- i HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4g 10-21-1999 Center For Microcomputers In Transportation --------------------------- Streets : (E-W) Site Drive (N-S) Buckland Road Analyst : 94010\Target File Name : SDBRS100 .HC9 Area Type : Other 9-21-99 SATPeak Comment : 2000 Combined Traffic;-100 cut through -------------------- Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0 0 0 1 0 1 0 2 1 1 2 0 Volumes 264 212 652 279 323 976 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 11 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 Grade 0 0 0 Heavy Veh 2 2 2 2 2 2 Parking N N N N N N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (YIN) N (YIN) N (YIN) N Arr Type 3 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time 4 . 00 4 . 00 4 . 00 4 . 00 4 . 00 4'. 00 Prop. Share Prop. Prot . ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru Right Right Peds Peds WE Left * SB Left Thru Thru Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 17 . OA Green 12 . OA 20 . OP Yellow/AR 4 . 0 Yellow/AR 3 . 0 4 . 0 Cycle Length: 60 secs Phase combination order: #1 #5 #6 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ----- ----- ----- --- ----- --- WE L 485 1711 0 . 605 0 .283 13 . 6 B 13 . 1 B R 449 1583 0 . 526 0 . 283 12 . 6 B NB T 1242 3725 0 . 612 0 . 333 11 . 5 B 11 . 6 B R 528 1583 0 . 587 0 . 333 12 . 0 B SB L 448 1770 0 . 801 0 . 583 13 . 9 B 7 .2 B T 2173 3725 0 . 524 0 . 583 5 . 0 A Intersection Delay = 9 . 7 sec/veh Intersection LOS = B Lost Time/Cycle, L = 12 . 0 sec Critical v/c (x) = 0 . 698 ----------------------------------------------------------------------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4g 10-21-1999 Center For Microcomputers In Transportation --------------------------- Streets : (E-W) Site Drive (N-S) Buckland Road Analyst : 94010\Target File Name : SDBRS200 .HC9 Area Type : Other 9-21-99 SATPeak Comment : 2000 Combined Traffic+200 cut through Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0 0 0 1 0 1 0 2 1 1 2 0 Volumes 264 212 652 279 423 876 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 11 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 Grade 0 0 0 % Heavy Veh 2 2 2 2 2 2 Parking N N N N N N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (YIN) N (YIN) N (YIN) N Arr Type 3 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time 4 . 00 4 . 00 4 . 00 4 . 00 4 . 00 4 . 00 Prop. Share Prop. Prot . ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru Right Right Peds Peds WB Left * SE Left Thru Thru Right * Right Peds Peds NB Right EB Right SD Right WB Right Green 15 . OA Green 16 . OA 18 . OP Yellow/AR 4 . 0 Yellow/AR 3 . 0 4 . 0 Cycle Length: 60 secs Phase combination order: #1 45 #6 ------------------------------------------------------------------------ Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ----- ----- ----- --- ----- --- WB L 428 1711 0 . 685 0 .250 16 . 3 C 15 . 5 C R 396 1583 0 . 596 0 .250 14 . 6 B NB T 1118 3725 0 . 680 0 . 300 13 . 1 B 13 .4 B R 475 1583 0 . 653 0 . 300 14 . 0 B SB L 567 1770 0 . 829 0 . 617 14 . 6 B 7 .4 B T 2297 3725 0 .445 0 . 617 4 . 0 A Intersection Delay = 10 . 8 sec/veh Intersection LOS = B Lost Time/Cycle, L = 12 . 0 sec Critical v/c (x) = 0 . 781 ----------------------------------------------------------------------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4g 10-21-1999 Center For Microcomputers In Transportation ----------------------------- Streets : (E-W) Site Drive (N-S) Buckland Road Analyst : 94010\Target File Name : SDBRS300 .HC9 Area Type : Other 9-21-99 SATPeak Comment : 2000 Combined Traffic+300 cut through Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0 0 0 1 0 1 0 2 1 1 2 0 Volumes 264 212 652 279 523 776 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 11 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 Grade 0 0 0 % Heavy Veh 2 2 2 2 2 2 Parking N N N N N N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (YIN) N (YIN) N (YIN) N Arr Type 3 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time 4 . 00 4 . 00 4 . 00 4 . 00 4 . 00 4 . 00 Prop. Share Prop. Prot . ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru Right Right Peds Peds WB Left * SB Left Thru Thru Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 11 . OA Green 21 . OA 17 . OP Yellow/AR 4 . 0 Yellow/AR 3 . 0 4 . 0 Cycle Length: 60 secs Phase combination order: #1 #5 #6 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ----- ----- ----- --- ----- --- WB L 314 1711 0 . 934 0 . 183 40 . 1 E 33 . 9 D R 290 1583 0 . 813 0 . 183 26 . 1 D NB T 1056 3725 0 . 720 0 . 283 14 .2 B 14 . 6 B R 449 1583 0 . 691 0 . 283 15 . 5 C SB L 714 1770 0 . 814 0 . 683 12 . 3 B 6 .4 B T 2546 3725 0 . 355 0 . 683 2 . 6 A Intersection Delay = 13 . 9 sec/veh Intersection LOS = B Lost Time/Cycle, L = 12 . 0 sec Critical v/c (x) = 0 . 879 ----------------------------------------------------------------------- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4g 10-21-1999 Center For Microcomputers In Transportation --------------------------- Streets : (E-W) Site Drive (N-S) Buckland Road Analyst : 94010\Target File Name : SDBRSALL.HC9 Area Type : Other 9-21-99 SATPeak Comment : 2000 Combined Traffic+ALL cut through ----------------------------- Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0 0 0 1 0 1 0 2 1 1 2 0 Volumes 264 212 652 279 644 655 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 11 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 Grade 0 0 0 Heavy Veh 2 2 2 2 2 2 Parking N N N N N N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (YIN) N (YIN) N - (YIN) N Arr Type 3 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time 4 . 00 4 . 00 4 . 00 4 . 00 4 . 00 4 . 00 Prop. Share Prop. Prot . ----------------------------------------------------------------------- Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru Right Right Peds Peds WB Left * SE Left Thru Thru Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 11 . OA Green 25 . OA 13 . OP Yellow/AR 4 . 0 Yellow/AR 3 . 0 4 . 0 Cycle Length: 60 secs Phase combination order: #1 #5 #6 ----------------------------------------------------------------------- Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ----- ---- ------- ----- ----- ----- --- ----- --- WB L 314 1711 0 . 934 0 . 183 40 . 1 E 33 . 8 D R 290 1583 0 . 813 0 . 183 26 . 1 D NB T 807 3725 0 . 942 0 . 217 28 . 8 D 30 . 1 D R 343 1583 0 . 904 0 . 217 33 .2 D SIB L 832 1770 0 . 861 0 . 683 13 .4 B 7 . 8 B T 2545 3725 0 . 300 0 . 683 2 . 5 A Intersection Delay = 20 . 0 sec/veh Intersection LOS = C Lost Time/Cycle, L = 12 . 0 sec Critical v/c (x) = 0 . 969 ----------------------------------------------------------------------- QUEUE LENGTH ANALYSIS METHODOLOGY Offered By John Vavari in Job Name: Target The New England Chronicle, Job#: 94010.00 Vol. 30, No 2. Location: Site Drive @ Buckland Road ANALYSIS PERIOD: PM Peak Hour Condition Analyzed: 2000 Combined Traffic Analysis Date: 9/22/99 SUMMARY REPORT INPUT DATA NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT IDEAL SAT FLOW,VPH 3725 1583 1770 3725 1711 1583 NUMBER OF LANES, n 2 1 1 2 1 1 SPEED, S(mph) 40 40 40 40 25 25 g/C RATIO FROM HCS 0.467 0.467 0.633 0.633 0.233 0.233 CYCLE LENGTH, C(sec) 60 60 60 60 60 60 RATE IN Tf(vph) 805 176 141 996 186 148 LENGTH OF VEHICLE(j) 25 25 25 25 25 25 No=AVG.overflow queue 0.0 0.0 0.0 0.0 0.0 0.0 N=Queue length,q'r+No 7.2 1.6 0.9 6.1 2.4 1.9 Nb=Back Queue, N/(1-O/v)qL) 7.5 1.6 0.9 6.5 2.5 1.9 Nm=Max Back Queue, N/(1-y) 9.1 1.8 0.9 8.3 2.7 2.1 Nc=2'Nb 15.0 3.2 1.8 12.9 4.9 3.9 Sr=j'Nc/n 187.7 79.8 43.9 161.8 123.2 97.3 Sc=Longer of the through or 187.7 187.7 161.8 161.8 123.2 97.3 turning lane STORAGE PROVIDED hcsdata\94010\target\storage\sdbrpc.xls QUEUE LENGTH ANALYSIS METHODOLOGY Offered By John Vavari in Job Name: Target The New England Chronicle, Job#: 94010.00 Vol.30,No 2. Location: Site Drive @ Buckland Road +100 ANALYSIS PERIOD: PM Peak Hour Condition Analyzed: 2000 Combined Traffic Analysis Date: 10/21/99 SUMMARY REPORT INPUT DATA NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT IDEAL SAT FLOW,VPH 3725 1583 1770 3725 1711 1583 NUMBER OF LANES,n 2 1 1 2 1 1 SPEED,S(mph) 40 40 40 40 25 25 g/C RATIO FROM HCS 0.450 0.450 0.650 0.650 0.217 0.217 CYCLE LENGTH,C(sec) 60 60 60 60 60 60 RATE IN Tf(vph) 805 176 241 896 186 148 LENGTH OF VEHICLE Q) 25 25 25 25 25 25 No=AVG.overflow queue 0.0 0.0 0.0 0.0 0.0 0.0 N=Queue length,q*r+No 7.4 1.6 1.4 5.2 2.4 1.9 Nb=Back Queue,N/(1-0/v)qL) 7.7 1.6 1.4 5.5 2.5 2.0 Nm=Max Back Queue,N/(1-y) 9.4 1.8 1.6 6.9 2.7 2.1 Nc=2*Nb 15.5 3.3 2.9 11.0 5.0 4.0 Sr=j*Nc/n 193.7 82.4 72.4 138.0 125.8 99.3 Sc=Longer of the through or 193.7 193.7 138.0 138.0 125.8 99.3 turning lane STORAGE PROVIDED hcsdata\94010\target\storage\sd brp100.xis QUEUE LENGTH ANALYSIS METHODOLOGY Offered By John Vavari in Job Name: Target The New England Chronicle, Job#: 94010.00 Vol.30,No 2. Location: Site Drive @ Buckland Road +200 ANALYSIS PERIOD: PM Peak Hour Condition Analyzed: 2000 Combined Traffic Analysis Date: 10/21/99 SUMMARY REPORT INPUT DATA NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT IDEAL SAT FLOW,VPH 3725 1583 1770 3725 1711 1583 NUMBER OF LANES,n 2 1 1 2 1 1 SPEED,S(mph) 40 40 40 40 25 25 g/C RATIO FROM HCS 0.386 0.383 0.650 0.650 0.217 0.217 CYCLE LENGTH,C(sec) 60 60 60 60 60 60 RATE IN Tf(vph) 805 176 341 796 186 148 LENGTH OF VEHICLE G) 25 25 25 25 25 25 No=AVG.overflow queue 0.0 0.0 0.0 0.0 0.0 0.0 N=Queue length,q*r+No 8.2 1.8 2.0 4.6 2.4 1 9 Nb=Back Queue,N/(1-0/v)qL) 8.6 1.8 2.1 4.9 2.5 2.0 Nm=Max Back Queue,N/(1-y) 10.5 2.0 2.5 5.9 2.7 2.1 Nc=2*Nb 17.3 3.7 4.1 9.7 5.0 4.0 Sr=j*Nc/n 216.2 92.4 103.6 121.8 125.8 99.3 Sc=Longer of the through or 216.2 216.2 121.8 121.8 125.8 99.3 turning lane STORAGE PROVIDED hcsdata\94010\target\storage\sd brp200.xis QUEUE LENGTH ANALYSIS METHODOLOGY Offered By John Vavad in Job Name: Target The New England Chronicle, Job#: 94010.00 Vol.30, No 2. Location: Site Drive @ Buckland Road +ALL ANALYSIS PERIOD: PM Peak Hour Condition Analyzed: 2000 Combined Traffic Analysis Date: 10/21/99 SUMMARY REPORT INPUT DATA NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT IDEAL SAT FLOW,VPH 3725 1583 1770 3725 1711 1583 NUMBER OF LANES,n 2 1 1 2 1 1 SPEED,S(mph) 40 40 40 40 25 25 g/C RATIO FROM HCS 0.350 0.350 0.667 0.667 0.200 0.200 CYCLE LENGTH,C(sec) 60 60 60 60 60 60 RATE IN Tf(vph) 805 176 408 729 186 148 LENGTH OF VEHICLE 0) 25 25 25 25 25 25 No=AVG.overflow queue 0.0 0.0 0.0 0.0 0.0 0.0 N =Queue length,q*r+No 8.7 1.9 2.3 4.0 2.5 2.0 Nb=Back Queue,N/(1-0/v)qL) 9.2 1.9 2.4 4.2 2.6 2.0 Nm=Max Back Queue,N/(1-y) 11.1 2.1 2.9 5.0 2.8 2.2 Nc=2*Nb 18.3 3.9 4.8 8.5 5.1 4.1 Sr=j*Nc/n 228.9 97.4 119.0 105.7 128.5 101.5 Sc=Longer of the through or 228.9 228.9 119.0 105.7 128.5 101.5 turning lane STORAGE PROVIDED hcsdata\94010\target\storage\sdbrpALL.xis QUEUE LENGTH ANALYSIS METHODOLOGY Offered By John Vavari in Job Name: Target The New England Chronicle, Job#: 94010.00 Vol. 30, No 2. Location: Site Drive @ Buckland Road ANALYSIS PERIOD: SAT Peak Hour Condition Analyzed: 2000 Combined Traffic Analysis Date: 9/22/99 SUMMARY REPORT INPUT DATA NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT IDEAL SAT FLOW,VPH 3725 1583 1770 3725 1711 1583 NUMBER OF LANES, n 2 1 1 2 1 1 SPEED, S(mph) 40 40 40 40 25 25 g/C RATIO FROM HCS 0.350 0.350 0.583 0.583 0.283 0.283 CYCLE LENGTH,C(sec) 60 60 60 60 60 60 RATE IN Tf(vph) 652 279 223 1076 264 212 LENGTII OF VEHICLE(j) 25 25 25 25 25 25 No=AVG.overflow queue 0.0 0.0 0.0 0.0 0.0 0.0 N=Queue length,q'r+No 7.1 3.0 1.5 7.5 3.2 2.5 Nb=Back Queue, N/(1-(j/v)qL) 7.3 3.1 1.6 8.0 3.3 2.6 Nm=Max Back Queue, N/(1-y) 8.6 3.7 1.8 10.5 3.7 2.9 Nc=2"Nb 14.7 6.3 3.2 16.0 6.6 5.3 Sr=j'Nc/n 183.7 156.3 79.6 199.6 166.0 132.0 Sc=Longer of the through or 183.7 183.7 199.6 199.6 166.0 132.0 turning lane STORAGE PROVIDED ticsdata\94010\target\storage\sdbrsc.xis QUEUE LENGTH ANALYSIS METHODOLOGY Offered By John Vavari in Job Name: Target The New England Chronicle, Job#: 94010.00 Vol.30,No 2. Location: Site Drive @ Buckland Road ANALYSIS PERIOD: SAT Peak Hour +100 Condition Analyzed: 2000 Combined Traffic Analysis Date: 10/21/99 SUMMARY REPORT INPUT DATA NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT IDEAL SAT FLOW,VPH 3725 1583 1770 3725 1711 1583 NUMBER OF LANES,n 2 1 1 2 1 1 SPEED,S(mph) 40 40 40 40 25 25 g/C RATIO FROM HCS 0.333 0.333 0.583 0.583 0.283 0.283 CYCLE LENGTH,C(sec) 60 60 60 60 60 60 RATE IN Tf(vph) 652 279 323 976 264 212 LENGTH OF VEHICLE(j) 25 25 25 25 25 25 No=AVG.overflow queue 0.0 0.0 0.0 0.0 0.0 0.0 N=Queue length,q"r+No 7.2 3.1 2.2 6.8 3.2 2.5 Nb=Back Queue,N/(1-0/v)qL) 7.5 3.2 2.3 7.2 3.3 2.6 Nm=Max Back Queue,N/(1-y) 8.8 3.8 2.7 9.2 3.7 2.9 Nc=2"Nb 15.1 6.4 4.7 14.4 6.6 5.3 Sr=j'Nc/n 188.5 160.4 116.7 180.0 166.0 132.0 Sc=Longer of the through or 188.5 188.5 180.0 180.0 166.0 132.0 turning lane STORAGE PROVIDED -1E hcsdata\94010\target\storage\sd brs 100.xls QUEUE LENGTH ANALYSIS METHODOLOGY Offered By John Vavari in Job Name: Target The New England Chronicle, Job#: 94010.00 Vol. 30,No 2. Location: Site Drive @ Buckland Road ANALYSIS PERIOD: SAT Peak Hour +200 Condition Analyzed: 2000 Combined Traffic Analysis Date: 10/21/99 SUMMARY REPORT INPUT DATA NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT IDEAL SAT FLOW,VPH 3725 1583 1770 3725 1711 1583 NUMBER OF LANES,n 2 1 1 2 1 1 SPEED,S(mph) 40 40 40 40 25 25 g/C RATIO FROM HCS 0.300 0.300 0.617 0.617 0.250 0.250 CYCLE LENGTH,C(sec) 60 60 60 60 60 60 RATE IN Tf(vph) 652 279 423 876 264 212 LENGTH OF VEHICLE(j) 25 25 25 25 25 25 No=AVG.overflow queue 0.0 0.0 0.0 0.0 0.0 0.0 N=Queue length,q*r+No 7.6 3.3 2.7 5.6 3.3 2.7 Nb=Back Queue,N/(1-0/v)qL) 7.9 3.4 2.8 5.9 3.5 2.8 Nm=Max Back Queue,N/(1-y) 9.2 4.0 3.5 7.3 3.9 3.1 Nc=2*Nb 15.8 6.7 5.7 11.8 6.9 5.5 Sr=j*Nc/n 197.8 168.3 142.1 147.4 173.7 138.0 Sc=Longer of the through or 197.8 197.8 147.4 147.4 173.7 138.0 turning lane STORAGE PROVIDED hcsdata\94010\target\storage\sd brS200.xfs QUEUE LENGTH ANALYSIS METHODOLOGY Offered By John Vavari in Job Name: Target The New England Chronicle, Job#: 94010.00 Vol.30,No 2. Location: Site Drive @ Buckland Road ANALYSIS PERIOD: SAT Peak Hour +300 Condition Analyzed: 2000 Combined Traffic Analysis Date: 10/21/99 SUMMARY REPORT INPUT DATA NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT IDEAL SAT FLOW,VPH 3725 1583 1770 3725 1711 1583 NUMBER OF LANES,n 2 1 1 2 1 1 SPEED,S(mph) 40 40 40 40 25 25 g/C RATIO FROM HCS 0.283 0.283 0.683 0.683 0.183 0.183 CYCLE LENGTH,C(sec) 60 60 60 60 60 60 RATE IN Tf(vph) 652 279 523 776 264 212 LENGTH OF VEHICLE Q) 25 25 25 25 25 25 No=AVG.overflow queue 0.0 0.0 0.0 0.0 1.5 0.3 N=Queue length,q'r+No 7.8 3.3 2.8 4.1 5.1 3.2 Nb=Back Queue,N/(1-0/v)qL) 8.1 3.4 2.9 4.3 5.3 3.3 Nm=Max Back Queue,N/(1-y) 9.4 4.0 3.9 5.2 6.0 3.7 Nc=2"Nb 16.2 6.9 5.9 8.6 10.7 6.6 Sr=j'Nc/n 202.6 172.4 147.3 107.4 267.2 165.9 Sc=Longer of the through or 202.6 202.6 147.3 107.4 267.2 165.9 turning lane STORAGE PROVIDED IF hcsdata\94010\target\storage\sdbrs300.xls d QUEUE LENGTH ANALYSIS METHODOLOGY Offered By John Vavari in Job Name: Target The New England Chronicle, Job#: 94010.00 Vol.30,No 2. Location: Site Drive @ Buckland Road ANALYSIS PERIOD: SAT Peak Hour +ALL Condition Analyzed: 2000 Combined Traffic Analysis Date: 10/21/99 SUMMARY REPORT INPUT DATA NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT LEFT THRU RIGHT IDEAL SAT FLOW,VPH 3725 1583 1770 3725 1711 1583 NUMBER OF LANES,n 2 1 1 2 1 1 SPEED,S(mph) 40 40 40 40 25 25 g/C RATIO FROM HCS 0.217 0.217 0.683 0.683 0.217 0.217 CYCLE LENGTH,C(sec) 60 60 60 60 60 60 RATE IN Tf(vph) 652 279 523 776 264 212 LENGTH OF VEHICLE(j) 25 25 25 25 25 25 No=AVG.overflow queue 0.9 1.0 0.0 0.0 0.2 0.0 N=Queue length,q*r+No 9.4 4.7 2.8 4.1 3.6 2.8 Nb=Back Queue,N/(1-0/v)qL) 9.8 4.8 2.9 4.3 3.8 2.9 Nm=Max Back Queue,N/(1-y) 11.4 5.7 3.9 5.2 4.3 3.2 Nc=2*Nb 19.5 9.7 5.9 8.6 7.6 5.8 Sr=j*Nc/n 244.0 241.3 147.3 107.4 189.7 144.1 Sc=Longer of the through or 244.0 244.0 147.3 107.4 189.7 144.1 turning lane STORAGE PROVIDED hcsdata\94010\target\storage\sdbrsALL.xis Level of Service and Queue Comparison Effect of Cut Through Traffic PM Peak SAT Peak Report +100 +200 +ALL Report +100 +200 +300 +ALL (+28) (+267) (+40) (+421) Level of Service Southbound Left Turn B B B B B B B B B Intersection B B B B B B B B C Storage Required r , (Southbound Left Turn)1 44 138 104 119 80 117 142 147 147 F. A. Hesketh and Assoc. 10/21/99 Compque.xls NO.499 P.S/S ;3 8-CA13INET WITH ECONOMIZER 8- 15 TON CLEARANCES -UNIT-SIZE- LOCATION A 1a-13,is RETURN AIR 48 VE FRNT SIDE ONT) 48 i LEFT SIDE 6 RIGHT SIDE 60 TOP UNOBSTRUCTED 0 e GPTIONAI PD�ER EXHAU''a Gaf l�Nll P�XER ENHAGS 54'�4 OUTSIDE AIR HOOD 24�132 t.T5S ..J—- — ENTRrvOLT if ------- lOMSYOLT DA(L a r•• 1.T5' ® ENTRYRETURN%A±R N ijl,zCAS ENTRY:$+', . coy 23',4 DETAIL A t0�0EitSER£AHS M/r��stf oE_"T— +. s { 6SLT'KYB FT A"tl[iCEi6 TFYF JII . I J I �PEMih4 Jq { (I SUPPLY AIR 6 2±"2 DETAIL 13 4 , I T RCUSH THE BASE El.CT.Weoi ,.I I OAS E-10-SEE DETA►A NUMBER OF CONDENSER FANS Ij 8-10 TON - t FAN --�" 3`S 13-15 TON - 2 FANS 411, 12 h�__---- ---571]Z— I4ILIFTIN4 LUGS AIR HANDLER UP LEW14 Tail 4 �i ECONOMIZER —� i Pill— i D- .iIE1j" dCCE55 Ef14iaI '`f ACCESS TO CONTROLS! ! I �COMPRESSOR ANDIIL AC S t A TERAC� ! 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BOX 317546 Commissioner of Motor vehicles NEWINGTON, CT 06131-7546 Phone: (860) 594-3020 September 29, 1999 Mr. John Finguerra Northern Hills, LLC 1109 Rose Lane OcTVirginia Beach, VA 23451 �` Dear Mr. Finguerra: S4fl� 4 Subject: Towns of Manchester and South Windsor Northern Hills Enclosed is a copy of Traffic Investigation Report No. 171-9902-01 approved at the September 21, 1999 meeting of the State Traffic Commission, detailing conditions for the issuance of a Certificate. In accordance with Section 14-311 of the General Statutes, a building permit cannot be obtained from the Town until a certificate is issued. A certificate will not be issued by this office until a bond, sufficient to cover the full cost of implementing the required improvements, has been posted with the Department of Transportation District No. I Office (Attn: Mr. George A. Payne) at 1107 Cromwell Avenue in the Town of Rocky Hill, CT 06067, (860) 258-4544, as noted in Condition No. 10, and this office has been so notified. Additionally, an encroachment permit must be obtained from that office prior to performing any work within the state highway right-of-way. Also, enclosed is the Procedure for Filing Certificates and Traffic Investigation Reports on Land Records (when the certificate has been issued) , to satisfy Condition No. 13 . Very truly yours, Joseph Santaniello, P.E. Executive Director Enclosures Cc: Chief Gerald Aponte Chief Gary Tyler Mr. Leo P. Belval - Please see Paragraph No. 2 . Mr. John R. Collins - Please see Paragraph No. 2 . Planning, Zoning and Inland Wetlands Commission - Manchester Planning and Zoning Commission - South Windsor Mr. Stephen F. Mitchell, P.E. Mr. Richard J. Porth An Equal Opportunity Employer Printed on recycled or recovered paper TR9-10 REV 1197 Report By: JPO Date: 9/99 STATE OF CONNECTICUT STC No: 171-9902-01 DEPARTMENT OF TRANSPORTATION Checked By: RST Date: 9/99 TRAFFIC INVESTIGATION Loc. No: REPORT TO THE See Previous STC Report STATE TRAFFIC COMMISSION Approved By STC No. 076-9403-01 SEP 2 1 1999 Manchester/South Windsor Date: Requested By: Location: Buckland Hills Northern Hills LLC How Requested: Certificate Application Date: 2/11/99 EXECUTIVE DIRECTOR - Recommendation: In accordance with Section 14-311 of the Connecticut General Statutes, as revised, it is recommended that the State Traffic Commission issue a Certificate to Northern Hills, LLC for the expansion of Buckland Hills Mixed-Use development totaling 2,492,958 sq.ft. (937,958 sq.ft. retail; 100 room hotel 80,000 sq.ft.); 150,000 sq.ft. office; 1,000 units residential (1,300,000 sq.ft.); 420 seat restaurant (25,000 sq.ft.)with 8526 parking spaces in the Towns of Manchester and South Windsor stating that the operation thereof will not imperil the safety of the public. This recommendation is referenced to the plans prepared by F.A. Hesketh&Associates, Inc. entitled: "Roadway Plan—Prepared for Northern Hills, LLC.—Buckland Road & Site Drive—South Windsor, Connecticut" Sheet No. 1 of 3 dated February 11, 1999 and last revised September 8, 1999. "Roadway Plan — Prepared for Northern Hills, LLC — Buckland Hills Drive & Buckland Street — Manchester & South Windsor, Connecticut" Sheet No. 2 of 3 dated February 11, 1999 and last revised September 8, 1999. "Roadway Plan — Prepared for — Northern Hills, LLC — Buckland Hills Drive at Site Drives — Manchester, Connecticut" Sheet Nos. 3 of 3 dated February 11, 1999 and last revised September 8, 1999. This recommendation is based on the following conditions: 1. That all conditions of Certificate Nos. 874, 874-A, 874-13, 874-C, 874-D, 874-E and 874-F remain in effect. 2. That the proposed site drives on Buckland Road and Buckland Hills Drive be located and reflect the geometry, as shown on the above-referenced plans. 3. That the owner provide and maintain sightlines from the site drives on Buckland Road and Buckland Hills Drive, as shown on the above-referenced plans. 4. That Buckland Road, Pleasant Valley Road and Buckland Hills Drive be widened in substantial conformance with the above-referenced plans. By If Ivision o ra Ic nglneering Bureau of Engineering and Highway Operations 1 v STC No. 171-9902-01 Manchester/South Windsor 5. That the applicant widen Hale Road at Route 30 within the available public right-of-way to provide an additional eastbound right-turn lane. The lane is to be at least 11 feet wide and 500 feet long with an appropriate taper. 6. That the applicant deed property along the east side of Buckland Road to the Town of South Windsor, as shown on the above-referenced plans. 7. That the applicant install/revise traffic control signals at the following locations: Route 30 at Hale Road; Buckland Road at site drive; Buckland Road at Pleasant Valley Road and Buckland Hills Drive; and, Buckland Hills Drive at site drive and Northwest Magazine Road. $. That all work on roadways that are owned and maintained by the Town of Manchester or South Windsor be performed in conformance to the standards and specifications of the Town of Manchester or South Windsor. 9. That the applicant install signs and markings on the site drives, Buckland Hills Drive, Buckland Road and Pleasant Valley Road in substantial conformance with the above-referenced plans and in accordance with the "Manual on Uniform- Traffic Control Devices," and that the applicant maintain signs and markings on the site drives. 10. That prior to certificate issuance, the applicant post and maintain a bond in the amount of$60,000 to cover the costs of satisfying the conditions of this report. Upon submission of final design plans, the dollar amount of this bond may be adjusted either upward or downward during the encroachment permit review process. 11. That the applicant post and maintain a bond with the Town of Manchester to cover the costs of the required work in the Town of Manchester. 12. That the applicant post and maintain a bond with the Town of South Windsor to cover the costs of the required work in the Towh of South Windsor. 13. That within sixty (60) days of the issuance of the Certificate, a copy thereof, together with this report, be recorded on the municipal land records in accordance y✓ith the attached procedure. 14. That the State Traffic Commission reserves the right to require additional improvements or changes, as deemed necessary, due to the development's traffic in the future. The cost of any additional improvements or changes shall be borne by the owner of the development. Mr. Stephen F. Mitchell, the applicant's authorized representative, concurred with the above conditions except No. 14 on September 17, 1999. Police Chief Gary K. Tyler, the Legal Traffic Authority for the Town of South Windsor, concurred with the above conditions on September 16, 1999. Police Chief Gerald Aponte, the Legal Traffic Authority for the Town of Manchester, concurred with the above conditions on September 17, 1999. 2 ♦ v r% Report of Findings Town of Manchester Buckland Hills Mixed-Use Development STC No. 171-9902-01 Background: The existing development is located in the immediate area surrounding the Pavilions at Buckland Hills in the Town of Manchester. The development has been certified numerous times, the latest in May 1994. As approved in Certificate No. 874-F, the development was to consist of 2,329,000 sq.ft. of various retail, office,restaurant, housing and 8,000 parking spaces. The applicant has acquired property on the north side of Buckland Hills Drive, east of Buckland Street in the Town of South Windsor. _The intent of the applicant is to combine the property in South Windsor with the previously approved parcel "C" in Manchester as one site. The new site will consist of 163,958 sq.ft. for a Lowe's Home Improvement Center. The entire development will now consist of 2,492,958 sq.ft. (937,958 sq.ft. retail; 100 room hotel (80,000 sq.ft.); 150,000 sq.ft. office; 1,000 units residential (1,300,000 sq.ft); 420 seat restaurant(25,000 sq.ft.)with 8526 parking spaces. Generated Traffic: The proposed increase in retail development is expected to generate 1,434 trips (697 entering, 737 exiting) during the p.m. peak and 2,160 trips (1,109 entering, 1,051 exiting) during the Saturday peak hour. The trip generation values include a 125,000 sq.ft. future retail development. The Bureau of Policy and Planning has reviewed and approved the submittal volumes. Division of Traffic Engineering's Observations and Concerns: Initially, the Planning and Zoning Commission in Manchester required the applicant to convert the westbound right-turn lane on Buckland Hills Drive to a shared through/right-turn lane at its intersection with Buckland Street. The Department felt that the small capacity benefit did not outweigh the anticipated traffic problems the additional lane could create. The issues included a lane continuity problem, lane alignment across the intersectional area as well as pedestrian phasing. The Town discussed the issues with the applicant's engineer and it was determined that the lane markings would not be changed on Buckland Hills Drive. The original plans illustrate widening on the south side of Pleasant Valley Road to provide the additional pavement needed for the proposed double eastbound left-turn lanes at Buckland Street. In order to provide more room in the intersectional area for the double eastbound and westbound left-turns, the applicant shifted the widening into the raised median to provide the necessary width. This proposal eliminates the need to relocate the existing bikeway on the south side of Pleasant Valley Road; however, it will reduce the length of the westbound left-turn lane into the commuter lot. The revised plans are. acceptable to the Town and the Department. Presently, long queues occur in the right-turn lane on Hale Road at Route 30 during the Saturday peak hour. The development is expected to generate approximately 175 new trips at the intersection during the Saturday peak further exacerbating conditions. To mitigate the development's impact at the intersection, it is recommended that an additional right-turn lane be constructed on Hale Road at Route 30. The majority of the off-site improvements are on local roads and the Towns of South Windsor and Manchester will require bonds for work on their roads. The only improvement on state roads is the required revisions to the traffic signal on Route 30 at Hale Road. A bond will be required for this work. 3 DR. CLARENCE WELTI, P.E., P.C. GEOTECHNICAL ENGINEERING 227 Williams Street • P.O. Box 397 Glastonbury, CT 06033 (860) 633-4623/FAX(860) 657-2514 October 4, 1999 Mr. James Cerkanowicz Fuss & O'Neill, Inc 146 Hartford Road Manchester, CT 06040 Re: Supplemental Geotechnical Study at Proposed Target Store; South Windsor, CT. Dear Mr. Cerkanowicz: 1.0 Herewith are boring data pertaining to the above. The borings were made to supplement the initial study for the Target Store,subsequent to a change to the building orientation on the site. Eight borings (13-101 to 13-108) were drilled to a maximum depth of 38 feet below existing grades. Five of the borings were taken at easterly side of the proposed building and in the cut slope to the east. Three of these borings were cored into the bedrock. Three borings were drilled at the proposed retaining wall located at the west side of the parking area. 2.0 Geologically the soils are of glacial moraine origin. The soil is a very dense,partially cemented hardpan type material,which overlies a Triassic Siltstone or Sandstone.The rock stratification dips 15' o 20' to the east southeast. The rock is generally sound, but has considerable secondary fracturing perpendicular the bedding plane.The Water Table in the dense soils is somewhat erratic, since the pore volume is quite small and saturation water contents range from about 7 to about 10%. Since the soils are normally at 6+%even in dry weather,the saturation levels could develop at one part of the site several feet higher than the saturation levels at other parts of the site. 2.1 The top of relatively hard rock at the east side of the building,based on borings B-101,B-102, B-103 and B-104 ranges from about Elev.266 to about Elev.260.The proposed building orientation will increase both the percentage of the building in bedrock and the depth of rock excavation within the building from that cited in the original geotechnical study. 3.0 The development of the site is proposed to include rock slopes (1:6) at the peripheral access around the east side of proposed building. The assumed top of rock slope at Elev. 250 appears to be conservative. The rock is at Elev.260+, which would result in 25+feet of rock slope within 15 feet 1 of the building, if the rock is cut the full depth at 1: 6. To lessen the potential impact of any long term falling rock fragments it is recommended that the initial cut be from Elev.235 to Elev.247 and that a rock shelf be placed at Elev. 247 about 12 feet back from the first cut to a second 1:6 face to the top of rock. This configuration will permit the zone of probable loose fragments (in the top.5 feet of rock)to fall on to the shelf at Elev. 247. It is presumed the access around the building is for persons (based on limited width). There should be a fence about 5 feet out from the rock face to exclude exposure to small falling rocks. 3.01 The proposed rock cut face will experience some weathering,but a slope approximately 15 feet in height will probably remain stable for a considerable number of years,if the slope is initially pre- split with drill holes on 24" centers. This process will require removal of overburden, prior to blasting. This would apply to both the upper and lower rock slopes 3.1 Of some concern is the possible sloughing of the interface of rock and soil. The initial geotechnical study indicated a crushed stone wedge at this location. This is still recommended. 4.0 Borings B-6, B-7 & B-8 were taken at westerly side of the proposed parking area where there will be a retaining wall. This side of the parking area will be on about 25 feet of earth fill. The top of the wall will be located at the bottom of a 2:1 earth slope extending west from the parking area. The wall will be up to 24 feet in height (Elev.210 to Elev. 186). Based on the boring data, this configuration will be globally stable.The wall is presumed to be a Versa Lock or similar type wall, which is designed by the wall supplier. The preparation for placement of the wall should include removal of the silty subsoils which extend to 3 to 4 feet below existing grades. The base of the wall shall be placed on a minimum 8" layer of 3/8" stone. The wall should not be backfilled with the on site silty hardpan and the zone of interaction with straps should also not include the existing on site soils. The following are design criteria for the proposed retention system. .... Parameter Yalue; Soil Weight (Backfill) 125 pcf Angle of Internal Friction 340 Friction Concrete to Soil 170 S Active Coefficient 0.28 Allowable Bearing 3 Tons/sf Capacity Back slope Angle 260 Frost Protection Depth 3.5 feet 2 5.0 Regarding the building pad the geotechnical recommendations in the initial report of February 1999 will suffice. 6.0 This report has been prepared for specific application to the subject project in accordance with generally accepted soil and foundation engineering practices. No other warranty, express or implied, is made. In the event that any changes in the nature, design and location of structures are planned, the conclusions and recommendations contained in this report should not be considered valid unless the changes are reviewed and conclusions of this report modified or verified in writing. The analyses and recommendations, submitted in this report, are based in part upon data obtained from the referenced explorations. The extent of variation between explorations may not become evident until construction. If variations then appear evident, it will be necessary to re-evaluate the recommendations of this report. Dr. Clarence Welti, P.E.; P.C. should perform a general review of the final design and specifications in order that geotechnical design recommendations may be properly interpreted and implemented, as they were intended. Very truly yours, Clarence Welti, Ph.D., P. E. Pres. Dr. Clarence Welti,P. E.; P. C. F&Otarget31099 3 CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 FUSS &O'NEILL SOUTH WINDSOR, CT. OFFSET SURFACE ELEV. HOLE NO. B-101 AUGER CASING SAMPLER CORE BAR. 285 i TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START 9/23/99 SIZE I.D. 3.75" 1.5" DATE N.COORDINATE AT 18.0FT.AFTER 0 Houas HAMMER WT. 140lbs. FINISH HAMMER FALL 30" E.COORDINATE AT FT.AFTER HOURS DATE 9/23/99 SAMPLE STRATUM DESCRIPTION DEPTH NO. BLOWS/6" DEPTH A + REMARKS ELEV. 0 TOPSOIL 5 285 Br. SILT,some fine Sand f Red/br. SILT, some fine to medium Sand, trace Gravel & 2.5 Cobbles,trace Clay-TILL 5 280 s 10 275 1 60 10.00'-10.42' 4 s 15 270 2 1 60 15.00'-15.17' a 20 265 4 3 60 20.00'-20.33' I i a Red/br.Weathered ROCK 23.0 i 25 4 60 25.00'-25.08' AUGER REFUSAL @ 25.1' 25.0 260 30 255 35 250 LEGEND:COL.A: DRILLER: LINDENBERGER SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: PROPORTIONS USED: TRACE=0-10% LTITLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 [HOLE NO. B-101 CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 FUSS &O'NEILL SOUTH WINDSOR, CT. AUGER CASING SAMPLER CORE BAR. OFFSET SURFACE 281. HOLE N0. B-102 TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START SIZE I.D. 3.75" 1.5" DATE 9123/99 N.COORDINATE AT noneFr.AFTER 0 Houas HAMMER WT. 140lbs. AT FT.AFTER HOURS FINISH HAMMER FALL 30" E.COORDINATE DATE 9/23/99 SAMPLE STRATUM DESCRIPTION DEPTH NO. BLOWS/6" DEPTH A + REMARKS ELEV. 0 :::::::-.TOPSOIL .5 Br. SILT, some fine Sand, trace Gravel &Cobbles 280 :: Red/br. SILT, some fine to medium Sand, little 3.0 fine to medium Gravel, few Cobbles -TILL 5 .0 Red/br. fine to medium SAND, some Silt, little Gravel, few Cobbles-TILL 275 10 1 60 10.00'-10.42' 270 15 Possible weathered ROCK or very dense TILL 16.0 265 AUGER REFUSAL @ 18.0' 18.0 20 260 25 255 30 250 35 LEGEND:COL.A: DRILLER: LINDENBERGER INSPECTOR: SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 HOLE NO. B-102 CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 FUSS &O'NEILL SOUTH WINDSOR, CT. SURFACE ELEV. AUGER CASING SAMPLER CORE BAR. OFFSET 282 HOLE NO. B-103 TYPE HSA SS NX LINE&STA. GROUND WATER OBSERVATIONS START 9/23/99 SIZE I.D. 3.75" 1.5" 2" DATE N.COORDINATE AT noneFT.AFTER 0 Houas HAMMER WT. 140lbs. AT FT.AFTER HOURS FINISH HAMMER FALL 30" E.COORDINATE DATE 9/23/99 SAMPLE STRATUM DESCRIPTION DEPTH NO. BLOWS/6- DEPTH A + REMARKS ELEV. 0 :: TOPSOIL .5 Br. SILT, little fine Sand, few Cobbles 280 Red SILT, some fine to medium Sand, trace Clay, little 3.0 fine to medium Gravel &Cobbles-TILL 5 275 10 1 14-29-36 10.00'-1 1.50' 270 Red/br. weathered ROCK 13.0 15 15.0 Cored Bedrock-SANDSTONE Run #1 15.0' to 20.0' Recovered 60" 265 20 AUGER REFUSAL @ 20.0' 20.0 260 25 255 30 250 35 LEGEND:COL.A: DRILLER: LINDENBERGER INSPECTOR: SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 HOLE NO. B-103 CLIENT PROJECT NAME CLARENCE WELT[ ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 FUSS &O'NEILL SOUTH WINDSOR, CT. AUGER CASING SAMPLER CORE BAR. OFFSET SURFACE 281. HOLE NO. B-104 TYPE HSA SS NX LINE&STA. GROUND WATER OBSERVATIONS START 9/27/99 SIZE I.D. 3.75" 1.5" 2" DATE N.COORDINATE AT nOneFT.AFTER O HOURS HAMMER WT. 140lbs. AT FT.AFTER HOURS FINISH HAMMER FALL 30" E.COORDINATE DATE 9/27/99 DEPTH SAMPLE A STRATUM DESCRIPTION ELEV. NO. BLOWS/6" DEPTH + REMARKS 0 :; TOPSOIL .5 Brown SILT, some fine Sand 280 Red/br. SILT, some fine to medium Sand, little 2.5 fine to medium Gravel&Cobbles -TILL 5 ... 275 Red/br. dense TILL or weathered ROCK 7.0 10 1 60 10.00'-10.25' 270 15 Cored Bedrock-SANDSTONE 15.0 265 Run #1 15.0'to 20.0' Recovered 60" Run#2 20.0'to 25.0' Recovered 60" Run #3 25.0' to 30.0' Recovered 60" 20 260 25 255 30 BOTTOM OF BORING @ 30.0' 30.0 250 35 LEGEND:COL.A: DRILLER: LINDENBERGER SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 HOLE NO. B-104 CLIENT PROJECT NAME CLARENCE WELT[ ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 FUSS &O'NEILL SOUTH WINDSOR, CT. AUGER CASING SAMPLER I CORE BAR. OFFSET SURFACE ELEV. HOLE NO. B-105 TYPE HSA SS NX LINE&STA. GROUND WATER OBSERVATIONS START 9/24/99 SIZE I.D. 3.75" 1.5" 2" DATE N.COORDINATE AT 20.OFT.AFTER O HOURS HAMMER WT. 140lbs. AT FT.AFTER HOURS FINISH HAMMER FALL 30" E.COORDINATE DATE 9/24/99 SAMPLE STRATUM DESCRIPTION DEPTH NO. BLOWS/6" DEPTH A + REMARKS ELEV. 0 :-::.::::-.,TOPSOIL .5 Brown fine-med.SAND, little Silt&fine Gravel few Cobbles 250 Red/br, fine-med.SAND, little fine-med.Gravel, 3.5 little Silt-TILL 5 245 Red/br. fine-med.SAND, some Silt&fine-med. Gravel, 8.0 Occasional Cobbles-TILL 10 1 60 10.00'-10.25' 240 15 235 19.0 Cored red/br.dense TILL or weathered ROCK 20 Run#1 19.0' to 21.0' Recovered 6" Run #2 21.0'to 28.0' Recovered 6" 230 25 225 30 Cored Bedrock-SANDSTONE 30.0 Run #1 28.0'to 33.0' Recovered 60" 220 Run #2 33.0' to 38.0' Recovered 60" 35 LEGEND:COL.A: DRILLER: LINDENBERGER INSPECTOR: SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 72HOLENO. B-105 CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 FUSS &O'NEILL SOUTH WINDSOR, CT. DEPTH SAMPLE A STRATUM DESCRIPTION ELEV. NO. BLOWS/6" DEPTH + REMARKS 35 215 BOTTOM OF BORING @ 38.0' 38.0 40 210 45 205 50 200 55 195 60 190 65 185 70 180 75 LEGEND:COL.A: DRILLER: LINDENBERGER INSPECTOR: SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON PROPORTIONS USED: TRACE=0-10% LTITLE=10-20% SOME=20-35% AND=35-50% SHEET 2 OF 2 HOLE NO. B-105 CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 FUSS &O'NEILL SOUTH WINDSOR, CT. AUGER CASING SAMPLER CORE BAR. OFFSET SURFACE ELEV. HOLE NO. B-106 TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START g/24/99 SIZE I.D. 3.75" 1.5" DATE N.COORDINATE AT 14.OFT.AFTER 0 Houas HAMMER WT. 140lbs. FINISH HAMMER FALL 30" E.COORDINATE AT FT.AFTER Houas DATE 9/24/98 DEPTH SAMPLE A STRATUM DESCRIPTION ELEV. NO. BLOWS/6" DEPTH + REMARKS 0 TOPSOIL Br. fine SAND, little Silt 1.0 185 Red/br. fine to medium SAND, little fine to medium 4.0 5 Gravel-TILL 1 60 5.00'-5.25' 180 10 2 29-47-60 10.00'-11.33' Red/br. fine to medium SAND, little fine to coarse 13.0 175 Gravel &Silt, few Cobbles-TILL 15 3 26-26-34 15.00'-16.50' BOTTOM OF BORING @ 16.5' 16.5 170 20 165 25 160 30 155 35 LEGEND:COL.A: DRILLER: LINDENBERGER INSPECTOR: SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 HOLE NO. B-106 c CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 FUSS &O'NEILL SOUTH WINDSOR, CT. OFFSET SURFACE ELEV. HOLE NO. B-107 AUGER CASING SAMPLER CORE BAR. 188 TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START SIZE I.D. 3.75" 1.5" DATE 9/24/99 N.COORDINATE AT 12.OFT.AFTER 0 HOURS HAMMER WT. 140lbs. AT FT.AFTER HOURS FINISH 9/24/99 HAMMER FALL 30" E.COORDINATE DATE DEPTH SAMPLE A STRATUM DESCRIPTION ELEV. NO. BLOWS/6" DEPTH + REMARKS 0 TOPSOIL Br. SILT, little fine Sand, few Cobbles 1.0 Red/br. fine to medium SAND, little fine to medium 3.0 185 Gravel,little Silt-TILL 5 1 22-21-26 5.00'-6.50' 180 10 2 32-37-47 10.00'-11.33' Red/br. SILT, some fine to medium Sand &Gravel 12.5 175 trace Clay, few Cobbles-TILL 15 .- 3 36-47-60 15.00'-16.50' BOTTOM OF BORING @ 16.5' 16.5 170 20 165 25 160 30 155 35 LEGEND:COL.A: DRILLER: LINDENBERGER SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 HOLE NO. B-107 CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 FUSS &O'NEILL SOUTH WINDSOR, CT. SURFACE ELEV. HOLE NO. B-108 OFFSET AUGER CASING SAMPLER CORE BAR. 189 TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START SIZE I.D. 3.75" 1.5" DATE 9/24/99 N.COORDINATE AT 9.0 FT.AFTER 0 HOURS HAMMER WT. 1401bs. FINISH HAMMER FALL 30" E.COORDINATE AT FT.AFTER HOURS DATE 9/24/99 SAMPLE STRATUM DESCRIPTION DEPTH NO. BLOWS/6" DEPTH A + REMARKS ELEV. 0 :: TOPSOIL •5 Br. fine to medium SAND, little Silt, few Cobbles Red/br. fine to medium SAND, little fine to medium 3.0 Gravel &Silt-TILL 185 5 1 36-54 5.00'-6.00' = Red/br. SILT, some fine to medium Sand, little 0 180 10 fine to medium Gravel, few Cobbles-TILL 2 23-32-40 10,00'-11.50' 175 15 3 27-18-19 15.00'-16.50' BOTTOM OF BORING @ 16.5' 16.5 170 20 165 25 160 30 155 35 LEGEND:COL.A: DRILLER: LINDENBERGER SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 HOLE NO. B-108 , CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 TRAMMELL CROW COMPANY MANCHESTER, CT. AUGER CASING SAMPLER CORE BAR. OFFSET SURFACE 26EV6. HOLE NO. B-1 TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START 2/3/99 SIZE I.D. 3.75" 1.5" DATE N.COORDINATE AT 5.0 Fr.AFTER 0 Houas HAMMER WT. 140lbs AT 3.5 FT.AFTER 20 HOURS FINISH HAMMER FALL 30" E.COORDINATE DATE 2/3/99 SAMPLE STRATUM DESCRIPTION DEPTH NO. BLOWS/6" DEPTH A + REMARKS ELEV. 0 1 2-5-1 1-1 0.00'-2.00' TOPSOIL .4 Brown SILT and fine SAND 265 2 16-60 2.00'-3.00' Red/Brown fine-medium SAND, some Silt, little 2.0 fine-medium Gravel 5 ••• 3 40-45-49 5.00'-6.50' ..: 260 9. 10 ••• Red/Brown fine-medium SAND, some Silt, little 5 4 32-45-57 10.00'-1 1.50' fine-medium Gravel, little Rock Fragments-TILL 255 15 5 35-47-60 15.00'-16.50' ... 250 20 6 35-47-57 20.00'-21.50' 245 25 7 60 25.00'-25.17' ::: 240 8 60 28.50'-28.75' .. 28.8 AUGER REFUSAL @ 28.8' 30 235 35 LEGEND:COL.A: DRILLER: BREWER INSPECTOR: SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 HOLE NO. B-1 CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 TRAMMELL CROW COMPANY MANCHESTER, CT. AUGER CASING SAMPLER CORE BAR. OFFSET SURFACE 27 1 1 HOLE NO. B-2 TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START DATE 2/$/99 SIZE I.D. 3.75" 1.5" N.COORDINATE AT 7.5 FT.AFTER 0 HOURS HAMMER WT. 140lbs AT FT.AFTER HOURS FINISH E.COORDINATE DATE 2/8/99 HAMMER FALL 30" DEPTH SAMPLE STRATUM DESCRIPTION ELEV. A NO. BLOWS/6" DEPTH + REMARKS 0 1 2-3-4-20 0.00'-2.00' .. TOPSOIL •3 Brown fine SAND and SILT 270 1.5 Red/Brown fine to medium SAND, some Silt, trace fine-medium Gravel & Cobbles-TILL 5 2 60 5.00'-5.42' 265 10 3 37-60 10.00'-10.67' ... 260 15 4 60 15.00'-15.33' 255 20 5 42-60 20.00'-20.75' 250 25 245 30 6 60 30.00'-30.25' 240 35 LEGEND:COL.A: DRILLER: BREWER INSPECTOR: SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 2 HOLE NO. B-2 , CLIENT PROJECT NAME CLARENCE WELT[ ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 TRAMMELL CROW COMPANY MANCHESTER, CT. SAMPLE STRATUM DESCRIPTION NO. BLOWS/6" DEPTH + REMARKS ELEV. DEPTH A 35 235 37.0 WEATHERED ROCK 40 230 . AUGER REFUSAL @ 43.5' 3.5 45 225 50 220 55 215 60 210 65 205 70 200 75 LEGEND:COL.A: DRILLER: BREWER SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 2 OF 72HOLENO. B-2 CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 TRAMMELL CROW COMPANY MANCHESTER, CT. AUGER CASING SAMPLER CORE BAR. OFFSET SURFACE 275 HOLE NO. B-3 TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START 1/29/99 SIZE I.D. 3.75" 1.5" DATE N.COORDINATE _ AT 13.5 FT.AFTER 0 Houes HAMMER WT. 140lbs FINISH 30" E.COORDINATE AT FT.AFTER HOURS DATE 1/29/99 HAMMER FALL SAMPLE STRATUM DESCRIPTION DEPTH NO. BLOWS/6" DEPTH A + REMARKS ELEV. 0 1 1-2-1-1 0.00'-2.00' TOPSOIL 275 Brown fine SAND, some Silt 8 2 7-60 2.00' 2.75' 2.5 Red/Brown fine to medium SAND, some Silt, little fine-medium Gravel 5 270 3 27-18-12 5.00'-6.50' Red/Brown fine to medium SAND, some Silt, little 8.5 fine to coarse Gravel -TILL 10 265 4 25-55-60 10.00'-1 1.33' •• 15 260 5 45-60 15.00'-15.67' 20 - 255 6 60 20.00'-20.33' 25 250 7 45-60 25.00'-25.67' 30 245 8 27-60 30.00'-31.00' WEATHERED ROCK-SANDSTONE 32.5 9 60 33.50'-33.58' AUGER REFUSAL @ 33.6' 33.6 35 1 240 LEGEND:COL.A: DRILLER: BREWER INSPECTOR: SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 HOLE NO. B-3 CLIENT PROJECT NAME CLARENCE WELT[ ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 TRAMMELL CROW COMPANY MANCHESTER, CT. 278 OFFSET SURFACE HOLE NO. B-4 AUGER CASING SAMPLER CORE BAR. 278 TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START 1/29/99 SIZE I.D. 3.75" 1.5" DATE N.COORDINATE AT 15.5 FT.AFTER 0 HOURS HAMMER WT. 140lbs AT 5.5 FT.AFTER 60 HOURS FINISH HAMMER FALL 30" E.COORDINATE DATE 1/29/99 DEPTH SAMPLE A STRATUM DESCRIPTION ELEV. NO. BLOWS/6" DEPTH + REMARKS 0 1 4-5-6-8 0.00'-2.00' :: TOPSOIL ,5 Brown fine SAND, some Silt 2 25-45-60 2.00'-3.50' 2.5 Red/Brown fine to medium SAND, some Silt, little 275 fine to coarse Gravel 5 ... 3 8-18-25 5.00'-6.50' Red/Brown fine to medium SAND, some Silt, little 8.0 270 fine to medium Gravel-TILL 10 4 24-38-60 10.00'-11.17' 265 15 5 60 15.00'-15.42' 260 20 6 60 20.00'-20.17' 255 25 7 60 25.00'-25.42' " 250 28.5 :: WEATHERED ROCK 8 60 29.50'-29.58' .... 29.6 30 AUGER REFUSAL @ 29.6' 245 35 LEGEND:COL.A: DRILLER: BREWER INSPECTOR: SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 HOLE NO. B-4 CLIENT PROJECT NAME CLARENCE WELT[ ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 TRAMMELL CROW COMPANY MANCHESTER, CT. AUGER CASING SAMPLER CORE BAR. OFFSET SURFACE 280 HOLE NO. B-5 TYPE HSA SS NQ LINE&STA. GROUND WATER OBSERVATIONS START 1/28/99 SIZE I.D. 3.75" 1.5" 2.0" DATE N.COORDINATE AT 16.OFT.AFTER 0 Houas HAMMER WT. 140lbsFINISH E.COORDINATE AT FT.AFTER HOURS DATE 1/28/99 HAMMER FALL 30" DEPTH SAMPLE STRATUM DESCRIPTION ELEV. A NO. BLOWS/6" DEPTH + REMARKS O 1 5-6-7-6 0.00'-2.00' TOPSOIL 5 280 Brown fine SAND and SILT 2 29-60 2.00'-3.00' Red/Brown fine to medium SAND, some Silt, little 2.0 fine to coarse Gravel-TILL 5 275 3 19-27-60 5.00'-6.50' 10 ::: 270 4 51-60 10.00'-10.75' 15 265 5 60 15.00'-15.42' 20 260 6 40-60 20.00'-20.67' 25 255 26'.5 WEATHERED ROCK Cored Rock-SANDSTONE 27.5 RUN#1 27.5' -32.5' recovered 54" 30 250 BOTTOM OF BORING AT 32.5' 32.5 35 245 LEGEND:COL.A: DRILLER: BREWER SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 HOLE NO. B-5 CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 TRAMMELL CROW COMPANY MANCHESTER, CT. AUGER CASING SAMPLER CORE BAR. OFFSET SURFACE 252 HOLE NO. B-6 TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START 2/3/99 SIZE I.D. 3.75" 1.5" DATE N.COORDINATE AT 3.5 Fr.AFTER 0 HOURS HAMMER WT. 140lbs AT"2.0 FT.AFTER 24 HOURS FINISH HAMMER FALL 30" E.COORDINATE DATE 2/3/99 SAMPLE STRATUM DESCRIPTION DEPTH NO. BLOWS/6" DEPTH A + REMARKS ELEV. 0 1 6-3-2-3 0.00'-2.00' TOPSOIL .4 Brown SILT and fine SAND 250 2 9-10-50-60 2.00'-3.75' 3.0 Red/Brown fine to medium SAND, some Silt,trace fine to coarse Gravel 5 3 32-39-17 5.00'-6.42' 245 10 4 32-52-60 10.00'-11.33' 240 15 5 32-60 15.00' 15.67' 15.5 Red/Brown fine to medium SAND, some Silt, little fine to medium Gravel-TILL 235 20 6 31-60 20.00'-20.75' 230 25 7 27-42-60 25.00'-26.42' 225 30 8 20-44-60 30.00'-31.33' 220 35 LEGEND:COL.A: DRILLER: BREWER INSPECTOR: SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 2 [HOLE NO. B-6 • CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 TRAMMELL CROW COMPANY MANCHESTER, CT. SAMPLE STRATUM DESCRIPTION DEPTH NO. BLOWS/6" DEPTH A + REMARKS ELEV. 35.0 35 9 60 35.00'-35.00' AUGER REFUSAL @ 35.0' 215 40 210 45 205 50 200 55 195 60 190 65 185 70 180 75 LEGEND:COL.A: DRILLER: BREWER SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 2 OF 2 HOLE NO. B-6 CLIENT PROJECT NAME CLARENCE WELTI ASSOC.,. INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 TRAMMELL CROW COMPANY MANCHESTER, CT. AUGER CASING SAMPLER CORE BAR. OFFSET SURFACE E2LEEVV. HOLE NO. B-7 TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START 2/4/99 SIZE I.D. 3.75" 1.5" DATE N.COORDINATE AT 1 O.OFT.AFTER 0 Houas HAMMER WT. 140lbsFINISH HAMMER FALL 30" E.COORDINATE AT Fr.AFTER eouas DATE 2/4/99 SAMPLE STRATUM DESCRIPTION DEPTH NO. BLOWS/6" DEPTH A + REMARKS ELEV.- 0 TOPSOIL .3 260 Brown SILT and fine SAND Red/Brown fine to medium SAND, some Silt, little 3.0 fine to medium Gravel 5 255 10 ... 250 Red/Brown fine to medium SAND and SILT, little 14.0 15 fine to coarse Gravel-TILL 245 20 240 25 235 30 230 35 1 225 LEGEND:COL.A: DRILLER: BREWER INSPECTOR: SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON PROPORTIONS USED: TRACE=0-10%a Lrl-rLE=10-20%a SOME=20-35% AND=35-50% SHEET 1 OF 2 HOLE NO. B-7 CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 TRAMMELL CROW COMPANY MANCHESTER, CT. DEPTH SAMPLE A STRATUM DESCRIPTION ELEV. NO. BLOWS/6" DEPTH + REMARKS 35 225 ... Possible WEATHERED ROCK or dense TILL 38.0 j 40 ••• 220 45 AUGER REFUSAL @ 45.0' 5.0 215 50 210 55, 205 60 200 65 195 70 190 75 185 LEGEND:COL.A: DRILLER: BREWER SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 2 OF 2 HOLE NO. B-7 CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 TRAMMELL CROW COMPANY MANCHESTER, CT. AUGER CASING SAMPLER CORE BAR. OFFSET SURFACE E2LEEV.5 HOLE N0. B-8 TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START 2/2/99 SIZE I.D. 3.75" 1.5" DATE N.COORDINATE AT 16.0FT.AFTER O HOURS HAMMER WT. 140lbs AT FT.AFTER HOURS FINISH HAMMER FALL 30" E. COORDINATE DATE 2/2/99 DEPTH SAMPLE A STRATUM DESCRIPTION ELEV. NO. BLOWS/6" DEPTH + REMARKS 0 1 1-2-2-3 0.00'-2.00' TOPSOIL .3 265 Brown SILT and fine SAND 2 9-36 60 2.00'-3.33' 2.5 Red/Brown fine to medium SAND, some Silt,trace fine to medium Gravel -TILL 5 260 3 15-16-23 5.00'-6.50' = 10 255 4 14-18-37 10.001-11.50' 11.0 Red/Brown fine to medium SAND and SILT, little fine to medium Gravel-TILL 15 250 5 17-42-51 15.00'-16.50' ••' 20 245 6 60 20.00'-20.50' . 22.0 WEATHERED SANDSTONE 25 .. 240 7 60 25.00'-25.50' AUGER REFUSAL @ 25.5' 25.5 30 235 35 230 LEGEND:COL.A: DRILLER: BREWER INSPECTOR: SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 HOLE NO. 13-8 CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 TRAMMELL CROW COMPANY MANCHESTER, CT. OFFSET SURFACE ELEV. HOLE N0. B-9 AUGER CASING SAMPLER CORE BAR. 269 TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START SIZE I.D. 3.75" 1.5" DATE 2/4/99 N.COORDINATE AT 13.OFT.AFTER 0 Houas HAMMER WT. 140lbs AT FT.AFTER HOURS FINISH HAMMER FALL 30" E.COORDINATE DATE 2/4/99 DEPTH SAMPLE A STRATUM DESCRIPTION ELEV. NO. BLOWS/6" DEPTH + REMARKS 0 TOPSOIL 3 Brown SILT and fine SAND Red/Brown fine to medium SAND and SILT, trace 3.0 fine to medium Gravel-TILL 265 5 ... 260 10 255 15 � 250 20 245 25 .. "" 240 30 WEATHERED ROCK 32.5 235 35 LEGEND:COL.A: DRILLER: BREWER SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 2 HOLE NO. B-9 CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 TRAMMELL CROW COMPANY MANCHESTER, CT. SAMPLE STRATUM DESCRIPTION DEPTH NO. BLOWS/6" DEPTH A + REMARKS ELEV. 35 AUGER REFUSAL @ 35.0' 35.0 230 40 225 45 220 50 215 55 210 60 205 65 200 70 195 75 LEGEND:COL.A: DRILLER: BREWER INSPECTOR: SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON PROPORTIONS USED: TRACE=0-10% LITTLE=10-20%a SOME=20-35 o AND=35-5030, SHEET 2 OF 2 HOLE NO. B-9 CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 TRAMMELL CROW COMPANY MANCHESTER, CT. OFFSET SURFACE ELEV. HOLE NO. B-10 AUGER CASING SAMPLER CORE BAR. ,.// TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START 2/2/99 SIZE I.D. 3.75" 1.5" N.COORDINATE AT 18.5FT.AFTER 0 HOURS DATE HAMMER WT. 140lbs AT 12.5 FT.AFTER 3 HOURS FINISH HAMMER FALL 30" E.COORDINATE DATE 2/2/99 SAMPLE STRATUM DESCRIPTION DEPTH NO. BLOWS/6" DEPTH A + REMARKS ELEV. 0 1 8-14-11-12 0.00'-2.00' TOPSOIL 5 Brown SILT and fine SAND 2 14-32 40 60 2.00' 4.00' Red/Brown fine to medium SAND, some Silt, little 2.5 235 fine to medium Gravel -TILL 5 3 22-28-25 5.00'-6.50' 230 10 4 12-22-28 10.00'-11.50' 225 15 5 22-60 15.00'-15.75' 220 20 6 60 20.00'-20.42' 215 25 7 30-60 25.00'-26.00' 210 30 8 60 30.00'-30.08' SANDSTONE AUGER REFUSAL @ 30.1' 205 35 LEGEND:COL.A: DRILLER: BREWER INSPECTOR: SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 HOLE NO. B-10 CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 TRAMMELL CROW COMPANY MANCHESTER, CT. OFFSET SURFACE ELEV. HOLE O. B-1 1 N AUGER CASING SAMPLER CORE BAR. 238 TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START 2/1/99 SIZE I.D. 3.75" 1.5" DATE N.COORDINATE AT noneFr.AFTER 0 Houas HAMMER WT. 140lbs FINISH HAMMER FALL 30" E.COORDINATE AT FT.AFTER HOURS DATE 2/1/99 DEPTH SAMPLE A STRATUM DESCRIPTION ELEV. NO. BLOWS/6" DEPTH + REMARKS 0 1 4-2-2-2 0.00'-2.00' :: TOPSOIL Brown fine SAND, some Silt 9 2 2-42-60 2.00' 3.50' "' 2.5 Red/Brown fine to medium SAND, some Silt, little 235 fine to medium Gravel-TILL 5 3 24-38-45 5.00'-6.50' 230 10 4 20-57-58 10.001-11.50, 225 15 5 45-60 15.00'-15.75' 220 20 6 18-25-35 20.00'-21.50' BOTTOM OF BORING @ 21.5' 21.5 215 25 210 30 205 35 LEGEND:COL.A: DRILLER: BREWER INSPECTOR: SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 HOLE NO. B-1 1 CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 TRAMMELL CROW COMPANY MANCHESTER, CT. OFFSET SURFACE ELEV. HOLE NO. B-12 AUGER CASING SAMPLER CORE BAR. 242 TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START SIZE I.D. 3.75" 1.51, N.COORDINATE AT 1 2.5FT.AFTER 0 HOURS DATE 2/1/99 HAMMER WT. 140lbs E.COORDINATE AT Fr.AFTER HOURS FINISH 2/1/99 HAMMER FALL 30" DATE SAMPLE STRATUM DESCRIPTION DEPTH NO. BLOWS/6" DEPTH A + REMARKS ELEV. 0 TOPSOIL .4 Brown SILT, little fine SAND 240 Red/brown fine to medium SAND, some Silt, little 2.5 fine to medium Gravel -TILL 5 ... 235 10 230 15 225 20 BOTTOM OF BORING @ 20.0' 20.0 220 25 215 30 210 35 LEGEND:COL.A: DRILLER: BREWER SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: PROPORTIONS USED: TRACE=0-10%LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 HOLE NO. B-12 CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 TRAMMELL CROW COMPANY MANCHESTER, CT. SURFACE ELEV. AUGER CASING SAMPLER CORE BAR. OFFSET 244 HOLE NO. B-13 TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START 2/1/99 SIZE I.D. 3.75" 1.5" DATE N.COORDINATE AT 15.5 Ff.AFTER 0 HOURS HAMMER WT. 140lbs HAMMER FALL 30" E.COORDINATE AT Fi.AFTER HOURS DATE 2/1/99 DEPTH SAMPLE A STRATUM DESCRIPTION ELEV. NO. BLOWS/6" DEPTH + REMARKS 0 1 2-2-4-5 0.00'-2.00' ..• TOPSOIL Brown SILT, little fine Sand 2 4-25-45 60 2.00'-4.00' 2.5 Red/Brown fine to medium SAND, some Silt, little fine to coarse Gravel-TILL 240 5 3 33-36-39 5.00'-6.50' ... 235 10 4 60 10.00'-10.33' 230 15 •• 5 60 15.001-15.50, 225 20 ... 6 60 20.00'-20.50' BOTTOM OF BORING @ 20.5' 20.5 220 25 215 30 210 35 LEGEND:COL.A: DRILLER: BREWER SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35`Yo AND=35-50% SHEET 1 OF 1 HOLE NO. B-13 CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 TRAMMELL CROW COMPANY MANCHESTER, CT. OFFSET SURFACE ELEV. N AUGER CASING SAMPLER CORE BAR. 246 HOLE O. B-14 TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START 2/1/99 SIZE I.D. 3.75" 1.5" DATE N.COORDINATE AT none Fr.AFTER 0 HOURS HAMMER WT. 140lbs FINISH HAMMER FALL 30" E.COORDINATE AT FT.AFTER HOURS DATE 2/1/99 SAMPLE STRATUM DESCRIPTION DEPTH NO. BLOWS/6" DEPTH A + REMARKS ELEV. 0 TOPSOIL .5 Brown SILT, little fine Sand 245 Red/brown fine to medium SAND, some Silt, little 2.5 fine to coarse Gravel-TILL 5 240 10 235 15 230 20 BOTTOM OF BORING @ 20.0' 20.0 225 25 220 30 215 35 LEGEND:COL.A: DRILLER: BREWER SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 HOLE NO. B-14 CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 TRAMMELL CROW COMPANY MANCHESTER, CT. AUGER CASING SAMPLER I CORE BAR. OFFSET SURFACE 1244 HOLE NO. B-1 5 TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START 2/1/99 SIZE I.D. 3.75" 1.5" DATE N.COORDINATE AT none Fr.AFTER 0 Houas HAMMER WT. 140lbsFINISH HAMMER FALL 30" E. COORDINATE AT Ff.AFTER HOURS DATE 2/1/99 DEPTH SAMPLE A STRATUM DESCRIPTION ELEV. NO. BLOWS/6" DEPTH + REMARKS 0 1 5-3-7-20 0.00'-2.00' :. TOPSOIL Brown SILT and fine Sand Red/brown fine to medium SAND and SILT, little 1.5 2 43-47-42-44 2.00'-4.00' fine to medium Gravel-TILL 240 5 3 21-42-51 5.00'-6.50' 235 10 4 27-59-60 10.00'-11.33' :.. 230 15 .•. 5 23-43-53 15.00'-16.50' •. 225 20 ••� 20.3 6 60 20.00'-20.25' BOTTOM OF BORING @ 20.3' 220 25 215 30 210 35 LEGEND:COL.A: DRILLER: BREWER INSPECTOR: SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 HOLE NO. B-15 CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 TRAMMELL CROW COMPANY MANCHESTER, CT. AUGER CASING SAMPLER CORE BAR. OFFSET SURFACE ELEV.286 HOLE NO. S-1 TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START SIZE I.D. 3.75" 1.5" N. COORDINATE AT 10.0Fr.AFTER 0 HOURS DATE 2/5/99 HAMMER WT. 140lbs AT FT AFTER HOURS FINISH 2/5/99 HAMMER FALL 30" E.COORDINATE DATE. SAMPLE STRATUM DESCRIPTION DEPTH NO. BLOWS/6" DEPTH A + REMARKS ELEV. 0 1 6-4-5-8 0.00'-2.00' TOPSOIL .3 Brown SILT and fine SAND 285 2 46-60 2.00'-3.00' Red/Brown fine to medium SAND, some Silt, little 2.0 fine to medium Gravel-TILL 3 60 5.00'-5.42' 280 4 45-60 10.001-11.00, ... 275 15 270 20 265 WEATHERED ROCK 21.5 AUGER REFUSAL @ 24.0' 24.0 25 260 30 255 35 LEGEND:COL.A: DRILLER: BREWER SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: PROPORTIONS USED: TRACE=0-10% LITTLE=10 20% SOME=20-35% AND=35-50% SHEET 1 OF 1 HOLE NO. S-1 CLIENT PROJECT NAME CLARENCE WELT[ ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 TRAMMELL CROW COMPANY MANCHESTER, CT. AUGER CASING SAMPLER CORE BAR. OFFSET SURFACE ELEV. HOLE NO. S-2 274 TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START SIZE I.D. 3.75" 1.5" DATE 2/5/99 N.COORDINATE AT 6.O FT.AFTER 0 Houes HAMMER WT. 140lbs AT FT.AFTER HOURS FINISH HAMMER FALL 30" E.COORDINATE DATE 2/5/99 DEPTH SAMPLE A STRATUM DESCRIPTION ELEV. NO. BLOWS/6" DEPTH + REMARKS 0 1 1-1-1-2 0.00'-2.00' ... TOPSOIL •3 Brown SILT and fine SAND 2 2-6-26-26 2.00'-4.00' Red/Brown fine to medium SAND, some Silt,trace fine 3.0 Gravel 270 5 3 20-23-24 5.00'-6.42' Red/Brown fine to medium SAND, some Silt, little 9.0 265 10 fine to coarse Gravel, trace Cobbles-TILL 4 36-60 10.00'-10.75' 260 15 ••• 255 20 :. 250 25 245 30 32.0 WEATHERED ROCK 33.5 AUGER REFUSAL @ 33.5' 240 35 LEGEND:COL.A: DRILLER: BREWER INSPECTOR: SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 17 HOLE NO. S-2 CLIENT PROJECT NAM_E CLARENCE WELT[ ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 TRAMMELL CROW COMPANY MANCHESTER, CT. AUGER CASING SAMPLER CORE BAR. OFFSET SURFACE 25v0. HOLE NO. S-3 TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START SIZE I.D. 3.75" 1.5" DATE 2/4/99 N.COORDINATE AT 1.0 FT.AFTER 0 HOURS HAMMER WT. 140lbs FINISH HAMMER FALL 30" E.COORDINATE ^T Fr.AFTER HOURS DATE 2/4199 DEPTH SAMPLE A STRATUM DESCRIPTION ELEV. NO. BLOWS/6" DEPTH + REMARKS 0 1 5-2-2-17 0.00'-2.00' :::::::-,,TOPSOIL 5 250 Brown SILT and fine SAND . : Red/Brown fine to medium SAND, some Silt, little 1.5 2 41-60 2.00'-3.00' fine to medium Gravel-TILL 5 ••' 245 3 23-28-32 5.00'-6.42' 10 240 4 60 10.00'-10.42' 15 235 5 13-30 47 15.00' 16.42' 1 5.5 Red/Brown fine to medium SAND and SILT, little fine to medium Gravel-TILL 20 230 6 21-56-60 20.00'-21.42' 25 225 7 35-54-60 25.00'-26.25' BOTTOM OF BORING @ 26.3' 26.3 30 220 35 215 LEGEND:COL.A: DRILLER: BREWER SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50%" SHEET 1 OF 1 HOLE NO. S-3 CLIENT PROJECT NAME CLARENCE WELT[ ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 TRAMMELL CROW COMPANY MANCHESTER, CT. OFFSET SURFACE ELEV. HOLE NO. S-4 AUGER CASING SAMPLER CORE BAR. 228 TYPE HSA SS LINE&STA. - GROUND WATER OBSERVATIONS START 2/5/99 SIZE I.D. 3.75" 1.5" DATE N.COORDINATE AT none Fr.AFTER 0 HOURS HAMMER WT. 140lbs HAMMER FALL 30" E.COORDINATE AT FT.AFTER Houas DATER 2/5/99 SAMPLE STRATUM DESCRIPTION DEPTH NO. BLOWS/6" DEPTH A + REMARKS ELEV. 0 1 1-0-2-2 0.00'-2.00' TOPSOIL .75 Brown SILT and fine SAND 2 2-6-17-40 2.00'-4.00' Red/Brown fine to medium SAND, little Silt, trace 3.0 225 fine to medium Gravel-TILL 5 3 60 5.00'-5.42' 220 10 4 15-39-29 10.00'-1 1.42' BOTTOM OF BORING @ 11.5' 11.5 215 15 210 20 205 25 200 30 195 35 LEGEND:COL.A: DRILLER: BREWER INSPECTOR: SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 HOLE NO. S-4 CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. P.O. BOX 397 TARGET STORE LOCATION GLASTONBURY, CONN 06033 TRAMMELL CROW COMPANY MANCHESTER, CT. AUGER CASING SAMPLER CORE BAR. OFFSET SURFACE ELEV. HOLE NO. S-5 220 TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START SIZE I.D. 3.75" 1.5" N.COORDINATE AT none FT.AFTER 0 HOURS DATE 2/5/99 HAMMER WT. 140lbs AT FT.AFTER HOURS FINISH 2/5/99 HAMMER FALL 30" E.COORDINATE DATE SAMPLE STRATUM DESCRIPTION DEPTH NO. BLOWS/6" DEPTH A + REMARKS ELEV. 0 1 3-2-3-4 0.00'-2.00' • TOPSOIL 1 220 Brown SILT, little fine Sand 2 13-39 60 2.00'-3.42' Red/Brown fine to medium SAND, some Silt, little 2.5 fine Gravel-TILL 5 215 3 60 5.00'-5.42' 10 210 4 60 10.00'-10.42' . BOTTOM OF BORING @ 10.5' 10.5 15 205 20 200 25 195 30 190 35 185 LEGEND:COL.A: DRILLER: BREWER SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR: PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 [HOLE NO. S-5 CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 TRAMMELL CROW COMPANY MANCHESTER, CT. OFFSET SURFACE ELEV. HOLE NO. S-6 AUGER CASING SAMPLER CORE BAR. 232 TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START 2/5/98 SIZE I.D. 3.75" 1.5" DATE N.COORDINATE AT nonei+r.AFTER 0 eouas HAMMER WT. 140lbs E.COORDINATE AT FT.AFTER HOURS DATE 2/5/99 HAMMER FALL 30" SAMPLE STRATUM DESCRIPTION DEPTH NO. BLOWS/6" DEPTH A + REMARKS ELEV. 0 1 6-8-28-16 0.00'-2.00' TOPSOIL 4 Brown SILT and fine SAND 2 23-38-32-27 2.00'-4.00' Red/Brown fine to medium SAND, some Silt,trace 2.0 230 fine to medium Gravel-TILL 5 3 16-21-29 5.00'-6.42' 225 10 4 10-17-18 10.00'-11.42' BOTTOM OF BORING @ 1 1.5' 11.5 220 15 215 20 210 25 205 30 200 35 LEGEND:COL.A: DRILLER: BREWER INSPECTOR: SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 HOLE NO. S-6 CLIENT PROJECT NAME CLARENCE WELTI ASSOC., INC. TARGET STORE P.O. BOX 397 LOCATION GLASTONBURY, CONN 06033 TRAMMELL CROW COMPANY MANCHESTER, CT. AUGER CASING SAMPLER CORE BAR. 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I 4R 6,71--r A- of Z F7L0W5 -TD yV G-Tt-AV6 , " ! ow cot4-- b ` ^-n -o 0, +L O T 3 0o w a15 5= 3 °lo Zit Nt ► h, G 40G luaus 5= 1 i d� R �l 403 � . �- 1.sw6 , I a-La C.,S i 5` \1'9 . F4.I0w 44o 4:� � t, Eli -1A � $ � _ �r0f `Tt = -?, 5 FO-#110 PREPARED DAFE CHECKED DATE PROJECT NO. BY Fuss&O'Neill Inc. Consulting Engineers j/► (��� BY "$- to SHEET NO. 2 of Z FLOW 70 AAA �-,pU �.� � ` ECG-�'�a s � - Sr i,jeiAS t'tt�o L�iS .}i it 2�� -ASS v L^�Pb. Lr� -t 5 L 1 H 44 T /vyv 4/vv kip !� use ,I-G V---� E 44 Aet vw Sam levllbt,�3 j- e--,- �Aj v 'IA'w FO-#110 3rioFuss&O'Neill Inc. Consulting Engineers 146 Hartford Road,Manchester,CT 06040-5921 TEL 86o 646-2469 Fax 86o 643-6313 INTERNET:www.FandO.com Other Offices: Longmeadow,Massachusetts Fairfield,Connecticut East Providence,Rhode Island October 12, 1999 Marcia A. Banach, AICP Director of Planning RECEIVED Town of South Windsor 1540 Sullivan Avenue South Windsor, CT 06074 OCT, 12 1999 RE: Response to Comments of Town Staff SOUTH Northern Hills II (#99-58P) WINDSOR PLANNING DEPT. Dear Ms. Banach: Listed below are the responses to staff comments. Response to Comments of Jerry C. lazzetta, Town Engineer, dated September 7, 1999 Sheet 3 1. The boring logs are attached hereto. Sheet 4 1. Iron pins will be placed at all property corners. A note to that effect has been placed on Sheet 4. 2. We have revised the turning radii in order to correct the movement conflicts for SU and WB 50 trucks entering the site. We now have an 80 foot radius (increased from a 60 foot)at the access road and a 50 foot radius at the building (increased from a 15 foot). The change resulted in the loss of two (2) parking spaces. 3. We don't believe there is a conflict if the truck starts his turn from the lane closest to the building. He can do this because he is near the end of the parking lot and not in a heavily traveled area.However,we did improve the radius to 50 foot(increased from 30 foot).The change resulted in the loss of one(1)parking space. P99\99402\A 10\JJG 1012.WPD Cones. 000 Fuss&O'Neill Inc. Consulting Engineers Marcia A. Banach, AICP October 12, 1999 Page 2 Sheet 5 1. We have changed the location of the sanitary sewer and have revised the spacing of manholes in order to meet Town standards. 2. We have relocated the manhole. 3. We feel that the small amount of runoff that will flow to the top of the retaining wall will not be a problem, but rather a benefit to the adjacent wetlands. The flow to the wall will be sheet flow at the rate of 0.0023 CFS per foot of wall during the 10 year design storm. We propose to construct the wall of gabions, which will allow some of the runoff to penetrate the wall itself on its way to the wetlands. 4. We have revised Catch Basin#51 to pick up storm water in the truck dock area. This CB will be equipped with a trap hood to capture any oil drippings that may be flushed to the system. The flow in this area will be very small. 5. The sanitary manholes are now labeled and show top of frame elevations. 6. We have replaced CB#54 with a Double CB. The flow at this point reached 28 feet in width during a 10 year storm. The other two areas, CB #51 and CB #57 are in grassed areas and shouldn't be a problem during the design storm. Sheet 10 1. The detail was inadvertently placed on the plans. There are no proposed underdrains. The detail has been removed. Sheet 12 1. The wood guardrail details are now shown. Response to Comments of Marcia A. Banach, AICP, Director of Planning dated September 9, 1999 1. Zoning Data Table ♦ The provided amount has been changed to 25 FT+. P99\99402\A 10\JJG 1012.W PD Corres. 30 Fuss&O'Neill Inc. Consulting Engineers Marcia A. Banach, AICP October 12, 1999 Page 3 ♦ We have revised to show a 5%bonus request for consolidated parcels. ♦ We have shown below the Zoning Data on Sheet 2 2. Plot Plan ♦ We agree. The applicant submitted a resubdivision plan to the Town on September 24, 1999. If approved,the proposed sign will conform. 3. Landscaping Plan ♦ We believe the buffer meets the criteria. The roof of the building in the northeast corner will be approximately 15 feet higher than the northwest corner of the adjacent residential property,but the higher elevation of the proposed houses on these adjacent lots and the proposed pine trees and forsythia will buffer the view. The requested combined buffer/rear yard setback of 75 feet actually improves the buffer situation. The sections submitted for review to the Architectural Review Committee demonstrate the building cannot be seen from most of the second floor windows of the proposed closest homes. ♦ We have added additional plantings within the islands as shown on Sheet 8. Sincerely, Jay J. iles, P. . Senior Vice President /dmp P99\99402\A 10VJG 1012.W PD Corres. From: Field, Eugene Thomas field To: lazzet,Jerry iazzet Date: 10/12/99 10:26AM Subject: Loews Jerry,per our conversation last week. I am in agreement with you about the concerns that the left turn lane south bound on Buckland is not long enough to handle the number of vehicles that will enter Loews on Buckland Road. Two hundred feet with a fifty foot taper, I would like to see three hundred to four hundred feet I would like to see a right turn only exiting Loews onto Buckland Road for north bound traffic. Tom CC: Lewis,Gerry lewis, Tyler,Gary tyler Appl #99-07P, Northern Hills (Target) Public Hearing October 12, 1999 Planning Department Report 1. Request for site plan approval to construct a 127,500 square foot retail shopping facility on property located on the east side of Buckland Road at the Manchester town line, Gateway Development zone. Maximum impervious coverage proposed is 50%, allowed is 60%; plus a 5% bonus for consolidated parcels. Proposed building height is 30 feet; 30 feet allowed. 2. The Gateway zone includes a statement of purpose and general concepts that must be met for any use to be a permitted use in this zone. The purpose of the Gateway zone is "to create an attractive entrance to South Windsor. This zone should foster high-quality development...with careful attention to the appearance of buildings and surrounding site, parking that is located to the rear of buildings to the maximum extent possible, and professional landscaping." The general concepts include: ♦ Sites developed under this zone are intended to be carefully planned, both within the site's own boundaries and in relation to surrounding properties and the entire zone; ♦ Smaller sites are encouraged to combine with other sites in order to provide larger-scale sites and developments. This site has combined two existing single-family house lots into the larger parcel, thus earning a 5% impervious coverage bonus; and ♦ Access management will be required on all sites, in order to reduce the number of driveway cuts onto Buckland Road and mitigate the deterioration of traffic flow generally caused by driveways on arterial streets. 3. Target will utilize the previously-approved driveways onto Buckland Road in South Windsor and Buckland Hills Drive in Manchester. State Traffic Commission approval is required aand—has be o t ' ffic —`signa t to be sta eel"at the Io Depot driveway 4. All business must be done within completely enclosed buildings. The applicant should be aware that outdoor storage of any type is prohibited; this includes items typically associated with garden centers such as plants, bags of topsoil, fertilizer, etc. 5. South Windsor requires 4.5 parking spaces per 1000 square feet of building area, with 574 spaces required and OW spaces provided. �11 6. Loading docks are located on the southeast corner of the building and should not be visible from Buckland Road. 7. The apple ca is proposing to use 3 oo light poles. The new 1' ing regulations li it the maximum fight to 2 feet. There is a w fiver p ovision in the lighting re ulations. The ommission n grant such a aiver if e applicant dem strates that e height of th pole is necessry and can meet the performance re uireme of the lighting reg lations with the higher po s. 8. The Architectural and Design Review Committee 'ewed the application on September 16. The Committee was generally satisfied with the building and landscaping but had the following recommendations: ♦ Utilization of 25-foot poles throughout this portion of the site, rather than r 35 feet as proposed; ♦ Investigate the use of decorative lighting on the side of the building '/7'�ti(� (facing the parking area); ♦ Offset the red decorative squares to provide for shadowing effects on the building. Planning Dept. suggests that the Commission review the architectural elevations for the two most visible walls to determine if the proposed �- architecture meets the high standards for site appearance established for the ,t,,P Gateway zone. `'U►`- 9. Landscaping is required for 10% of the interior parking lot, and perimeter landscaping does not count toward this interior landscaping requirement. The landscaping plan does provide islands between most parking bays, with a substantial quantity of trees. 10.There are retaining walls along the eastern edge of the parking lot, along the east side of the building, and along Buckland Hills Drive. The tallest wall is located along the edge of the large wetlands area and is about 24 feet high. The applicant proposes to construct that wall WQ1 with gabions, which are stones enclosed in wire mesh baskets. 11.The Gateway zone regulations specifically require access management techniques, including such items as shared access between two adjacent lots; consolidated access for contiguous lots; alternative access via side streets; and frontage roads. There is a new traffic light being installed of Buckland Road as part of the development of the Lowes store. The new traffic light is one of two recommended in the access management report for Buckland Road. The traffic light, as recommended in the access management report, is supposed to serve adjoining properties as well as the Lowes/Target property. Otherwise, it is not . ,gyA lid L"i—�-C —Al,� — 01-( M eW W Li ld t J ,cam. 011 ro 1 � � accomplishing the access management purposes that the Town intends for the signal to accomplish. Therefore, at this stage of development, it is appropriate for the applicant to address the interconnection of this overall site to the adjoining property to the north, so the traffic signal will serve more than one property as intended. If the Commission and the applicant decide that the presence of regulated wetlands precludes interconnection in the vicinity of the Target parking lot, then the interconnection should be explored in closer proximity to Buckland Road, to the property owned by Williams Electric north of the main site drive. 12.Signage in the Gateway Zone is limited to one building sign with one square foot of signage allowed for each linear foot of building frontage; and one 24- square-foot free-standing sign not more than ten feet tall. Until such time as the Target site is subdivided from the Lowes site, the proposed freestanding signage cannot be approved, since Lowes already has the one freestanding sign allowed. 13.A portion of the east boundary of the site abuts a residential zone. There is a 75- foot buffer required. The building is in a deep cut, and a substantial amount of the building should not be visible from the residential area. Buffer cross- sections have been provided. The applicant proposed a row of pines in conjunction with the Lowe's application, and proposes to supplement the pines with an understory planting of forsythias. 14.There are regulated wetlands on site, so wetlands approval is required. IWA/CC heard this application at an October 6 public hearing, which has been continued to October 20. 15.Water Pollution Control Authority approval is required, as well as Manchester Sewer Authority approval. 16.The Town of Manchester was notified that this application is pending. Manchester has not submitted any comments. 17.Planning Department staff would like the public hearing to remain open in order to fully review revised plans that were submitted today. At the continued public hearing we may recommend additional approval modifications. W4 � du, -6b- r N v !`� v1 _ INLET STATION V\fD. 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CONN. 06074 l�asOR-00)' AREA CODE 203/644-2511 October 22, 1999 Mr. Jay J. Giles, P.E., Sr. Vice President RX IE I " E ®� Fuss & O'Neill, Inc. 146 Hartford Road NOV 16 1999 i Manchester, CT 06040 RE: Northern Hills (Lowe's) N I' _2M3 PLANIN' -� �P� . 4-.,s;'i:: i asYo3 ae ei' i u iY=iiY DL s Buckland Road SOUTH WINDSOR, CT Dear Mr. Giles: The South Windsor Water Pollution Control Authority, at its special meeting of October 19, 1999, gave approval for the connection to the Town's sewerage system of a commercial building at Buckland Road and Buckland Hills Drive, as more specifically shown on plans entitled "Northern Hills, LLC ... Final Development Plan - Buckland Street- Manchester, Connecticut/Buckland Road - South Windsor, Connecticut" prepared by Fuss & ONeill, Inc., Manchester, CT, Job No. 96481A1, as follows: Sheet No. 2, Key Map dated 2/11/99, rev. 3/30/99, 4/12/99, 4/21/99, 7/30/99, and 9/24/99; Sheet No. 11 (A), Topographic Map dated 2/11/99, same rev. dates as Sheet No. 2 above; Sheet No. 12 (B), Topographic Map dated 2/11/99, rev. 3/30/99, 4/12/99, 4/21/99, 7/30/99, 8/13/99, and 9/24/99; Sheet No. 35, Details dated 2/11/99, rev. 3/30/99 and 7/30/99; approval includes: (a) A 6" sewer line from the rear of the Lowe's building in a southerly direction to a connection to an existing manhole at the intersection of Buckland Street and Buckland Hills Drive; (b) A sewer line extending from the garden center at the easterly side of Lowe's, including a 1,000-gallon grit separator installed directly outside the garden center, prior to the manhole, on a 6" PVC pipe coming from the garden center as shown on Sheet 12 (B) of the drawings; (c) Installation of approximately 800 lineal feet of 6" PVC sewer line in a northeasterly direction under the proposed access road from Lowe's to the proposed Target facility; { (d) All in accordance with drawings referenced above and subject to the following conditions: Mr. Jay J. Giles 2 October 22, 1999 1. Technical approval of the Town Engineering Department. 2. Final Authority approval and acceptance of the sanitary sewerage connection will be given once the sewer line has been installed and inspected by the Town staff, and based upon the written verification of the Town staff that said sanitary sewer line was installed in substantial conformance with the design plans previously approved by the Authority, and meeting all Town regulations and appropriate technical specifications relating to sanitary sewer construction. 3. The Towns of Manchester and South Windsor must formally amend the existing Intertown Sewer Agreement to include this project within the service area. 4. This approval letter must be superimposed on the final approval plans. Very truly yours, Thoma H' dson, Chairman Water Pollution Control Authority TH:rt cc: Matthew Galligan, Town Manager Michael J. Gantick, Director of Public Works Jerry Iazzetta, Town Engineer Marcia Banach, Director of Planning,] John Collins, Chief Building Inspector Mr. John Finguerra, Northern Hills, LLC MEMORANDUM To: Marcia A. Banach, Director of Planning From: Jerry C. Iazzetta, Town Engineer Date: October 25, 1999 Re: Northern Hills II (Target) Site Plan 99-58P We have reviewed the revised drawings dated 10-11-99 for the proposed Northern Hills II (Target) site plan and have the following comments: General 1. The following comments were made for the Northern Hills I (Lowes lbri and were made at the October 12, 1999 public hearing. a are still not addressed. - a. The 50' taper and 200' left tur,.n-le a onrBuckland should be made larger. b. A small lane on Bqdkland-mad for right turns from the site should be implemented: he center island on the entrance drive can be extended to ,_-av�i "drive by vehicles"on right turn lane. 2. The boring logs have been received. Upon reviewing the information it is apparent that high groundwater in the area of the rear of the proposed building will be a problem. We have discussed this with the applicant's engineer and additional measures must be implemented to control the possible erosion on the slopes in the rear of the building and groundwater under some of the pavement. We feel comfortable that if this application is approved that we can work with the engineer to have the proper measures implemented. Sheet 5 1. Fuss & O'Neill's letter of October 12, 1999 indicates that the catch basin 51 will have a trap hood. However the drawing does not indicate this. 2. The surveyors certification note is placed over a portion of the storm drain data block and cannot be read. 3. A detail for the gabion wall is required. 05'. c��M-r- Mx,�;,ow- upirts 4. The outlet pipes from manhole #58 should have rip rap pads placed at the outlets. %cF,f 106 Sheet 12 sr4 1. The notes #1 and #3 seem to have missin and/or incorrect information. JCl/sfg S:\ENGINEER\Proj.-P&z wetland Applications\Target\Review Oct 25.doc Hesketh EjOi 6 Creamery Brook• East Granby, CT 06026 F. A. Hesketh &Associates, Inc. October 25, 1999 Ms. Marcia Banach Director of Planning Town of South Windsor 1540 Sullivan Avenue South Windsor, CT 06074-2786 RE: Proposed Target Buckland Road South Windsor, Connecticut Our File: 99171.00 Dear Ms. Banach: At the last public hearing held by the Planning & Zoning Commission for the above referenced project, the length of the southbound left turn lane proposed for the site driveway to Buckland Road was questioned, and it was suggested that the lane should be lengthened, although there was no clear consensus as to how long it should be. As part of the discussion, it was indicated that there was a possibility that additional "cut through" traffic using this turn to gain access to Buckland Hills Drive could cause the need for a much longer lane. We would like to point out that the Town's Legal Traffic Authority concurred with the current proposal for the configuration of the driveway when the State Traffic Commission Certificate was approved last month. It had been our understanding that this issue was resolved at the previous Planning & Zoning Commission hearings, when the site access was approved as part of the Lowe's application. Nonetheless, we have investigated the impact of additional cut through traffic on this maneuver. As indicated at the hearing, we have projected 223 vehicles turning left at the site drive and 421 turning left at Buckland Hills Drive during the worst case Saturday peak hour. Therefore, if these flows were divided evenly between the two turns, a total of 322 vehicles (100 more than reported) could actually use this turn lane. It is our opinion that it is very unlikely that the actual number of turns would ever reach this level on a regular basis. In order to demonstrate the impact of additional cut through traffic on the left turn storage, we have recomputed the capacity and queuing requirements at 100 vehicle intervals from the report's assumption to the point where all vehicles from both intersections are turning at the site drive, leaving no one at all to turn at Buckland Hills Drive. The results clearly demonstrate that the proposed 200 foot long left turn lane is more than adequate to handle traffic even under this highly unlikely assumption. The attached table shows the Level of Service computed for the intersection and for the southbound left turn under the conditions indicated in the report, and at 100 vehicle Civil &Traffic Engineers • Surveyors • Planners • Landscape Architects Tel 860.653.8000 • Fax 860.844.8600 9 email hesketh@snet.net Marcia Banach October 21, 1999 Page 2 increments for both the PM and Saturday peak hours. As noted above, it would appear that all increments greater than "+100" are extremely unlikely. The turn experiences a Level of Service (LOS) B for all increments, and the intersection operates at LOS B for all conditions except the final Saturday increment (LOS C) where all turns occur at the site. This table also indicates the storage lengths required to accommodate these flows, and clearly shows that the queue should never exceed 150 feet, even if all lefts occurred at this intersection. The actual queue should be below 100 feet for most hours of the day, and could occasionally approach 150 feet. The provision of 200 feet clearly exceeds any reasonable traffic demand at this location. Additionally, a question arose regarding the provision of an acceleration lane for traffic turning right onto Buckland Road from the site drive. As indicated at the hearing, it is our professional opinion that such a lane is not beneficial, and, in fact, could cause operational and safety problems at this location due to the presence of the exclusive right turn lane approaching the intersection from the south. A review of other locations in the area show that there are virtually no locations where such an acceleration lane exists, and there is virtually no benefit to turning traffic, except for those who turn during the red interval. Since sight lines are excellent at this location, this maneuver should be executed safely. We trust that this information will be sufficient for you to complete your review of the project, and ask that you contact us if you require any additional information. Very truly yours, F Iketh c' tes, nc. eph F. Mitchell, P. E. Manager of Transportation Engineering cc: Mike Hille Tom DeMille John Finguerra Richard Ripps Laurie Rubinow Bob Markisz Alan Lamson Jay Giles pf\99171\mbana219.Id MEMORANDUM TO: South Windsor Planning & Zoning Commission FROM: Barry D. Guliano, Town Attorney RE: Status of Ridge Road Date: October 26, 1999 Over the past two years, questions have been raised as to the status of Ridge Road beyond its currently paved portion, as that issue impacted upon two pending zoning applications: Deming Hill Estates subdivision and Northern Hills (Target Stores) application. Although I have provided my opinion verbally in the past, I am submitting this legal written opinion in response to your requests. I have conducted a detailed factual and legal investigation of this issue, but I must caution the Commission that neither the Town nor the Commission are the proper forums for boundary disputes. I have attempted to focus most of my attention on the issue of whether Ridge Road is currently a public road, since this is an issue which the Town can properly be requested to address. Many side issues have been raised by abutting landowners and others, however, which are not properly determined by the Town or this Commission. These issues amount to private boundary disputes or private property disputes among neighbors. The law in this area is very fact-oriented, rather than being driven by the law. That is, the courts review all of the hundreds of specific factors in a particular case in resolving such disputes. Clearly, the Town has neither the resources nor the jurisdiction to engage in such a practice. While I have attempted to respond to some of these issues, I wish to make it clear in this opinion that the Town is in no way guaranteeing the property rights of one landowner over another, nor is the Town participating in any slander of alleged title against particular landowners. I am simply stating a legal opinion based upon my review of the facts and law, which the parties are able to have more formally determined by having their own attorneys review the situation or proceed in a court to have any property issues more thoroughly.decided. Based upon the above, I would recommend that any approval by the Commission be conditioned upon the Town's reliance upon representations by the applicant that they own the property involved in the application and that they will not interfere with the property rights of others by using their property as they propose in the application. 2 LEGAL OPINION For the convenience of Commission members, I will begin by stating my opinion in this section, followed by sections describing the basis for my opinion. In rendering this opinion, I have relied upon my legal research of relevant case law and statutes, as well as the following: the prior research and opinions of previous Town Counsel, a review of the land records in Windsor and South Windsor, a review of maps and surveys in Windsor and South Windsor and research at the Windsor Historical Society. I have also walked the property on several occasions and spoken with some of the abutting landowners. Though I have found no evidence of a dedication or a formal acceptance of Ridge Road by the Town, it is my opinion that it was probably a public road beyond its currently paved portion. The Town had no title to the roadway, but the public probably had an easement to pass over the roadway. While the road was a public road, it is difficult to establish, from the conflicting evidence of maps and deeds, the precise location of the roadway and where it ended. I am, therefore, unable to render an opinion as to the precise location or extent of this former public roadway. 3 I was unable to find any evidence of a formal discontinuance'of the road by the Town. In my opinion, however, the roadway beyond the current paved portion has been abandoned, meaning that the public no longer has an easement to pass over that portion of the old roadway. An issue has been raised as to whether abutting property owners retain the right to pass over the abandoned roadway. An argument can be made that abutting landowners have no such right unless their property has no other access to a public road, in light of the purpose of the statute allowing such access. A court could, however, rule that the abutters are entitled to pass over the abandoned roadway, pursuant to statute, but they must first establish that they abut a roadway which was formerly a public road that has been abandoned. As noted above, it is difficult from the conflicting evidence to establish the exact location of the roadway and where it ended. While I am, therefore, not able to state definitively whether the abutting landowners in the present case have a right to pass over the abandoned roadway, I must reiterate that it is not the Town's function to determine this issue for the applicant or abutting landowners. Any approval by the Commission should be. conditioned as noted above, requiring the applicants to make this determination through their own private legal counsel or by 4 i t E having a court determine the issue. Similarly, any abutting landowner has the right to have this issue determined more thoroughly and more appropriately by a court, either by appealing any;decision by the Commission or bringing an action in court. I will now provide you with the background for the opinions stated above. BACKGROUND L ! Is Ridge Road currently, or was it ever, a public roadway? i For the Town to acquire title to a roadway, there must be a deed and a formal acceptance of the property by the Town. There is no evidence of any such formal proceeding with respect to Ridge Road. I was also unable to locate any evidence of a "laying out" of roads in the old land records in Windsor. I specifically checked the rather vague and general reference in-the subdivision map by Pudeler Engineering on behalf of William J. Krawski, but was unable to locate any reference-to a road located where Ridge road is currently located. It is my opinion, therefore, that the Town never acquired title to Ridge Road. There are means by which a public easement may be acquired, which would allow thepublic to use the roadway for public purposes, without actually acquiring title to the land. In order to establish the existence of a public easement, there must be a dedt"cation 5 of the land by the owner of it and an acceptance of the dedicated land by the Town or by the general public. A & H Corporation v. Bridgeport, 180 Conn. 435, 439 (1980). A dedication is an appropriation of land to some public use made by the owner of the property. Whippoorwill Crest Co. V. Stratford, 145 Conn. 268, 271 (1958). Whether there has been a dedication and whether there has been an acceptance are questions of fact. DiCioccio v. Wethersfield, 146 Conn. 474, 479 (1959). An acceptance may be express, pursuant to formal proceedings, or implied. Meder v. Milford, 190 Conn. 72, 75 (1983); A & H Corporation v. Bridgeport, supra. A valid acceptance of a dedication can only be made by the Town or the proper municipal authorities or by the general public. Meder v. Milford, supra, 74. In order to find an acceptance by the general public through actual use, "[t]he use to which the public puts the subject property must continue over a significant period of time... and be of such a character as to justify a conclusion that the way is 'of common convenience and necessity."' Meshberg v. Bridgeport City Trust Co., 180 Conn. 274, 282 (1980). The actual use, however, "need not necessarily be constant or by large numbers of the public..." Id. 6 3 I 1 f 6 � j t 1 i i Applying the legal principles outlined' above to the: present situation, there are i l numerous factors that tend to establish that a public easement over Ridge Road existed. E First, there are old maps which show the roadway continuing from its current paved cul- de-sac to :the Manchester Town line. One historical map from the Atlas of Hartford City and County, published by Baker & Tilden in 1969 depicts a roadway continuing to the f Manchester Town Tine. The road is not identified on the map, but it is in a location which coincides with the current Ridge Road. This map also depicts a roadway traveling from Ridge Road westerly to Buckland Road. These two roadways also appear on the Town assessor's map of 1946 and on several maps subsequently prepared by the Town which relied upon the assessor's map. The assessor's map, however, depicts a break in the -roadway which is not shown on any other maps and is puzzling. Several more recent maps and surveys filed with the Town Clerk's office since the 1940's depict Ridge Road as ending at or near the end of the paved portion of the roadway, so there are contradictions in the evidence as to the precise extent and location of the roadway. I A review of deeds to property in the area of Ridge Road further demonstrates the existence of a public highway. Several of the deeds, at leasf those from the 1800's, describe highways at both the east and west boundaries of the property. This would 1 : I L arguably coincide with Buckland Road and the old Ridge Road. I was not able to find any such references in more recent deeds, although I did not search the title of every property. Another significant factor is the evidence that Ridge Road was used by residents at least prior to the 1938 hurricane which allegedly washed out portions of the roadway. This evidence is contained in the opinion of former Town Attorney Ralph Alexander dated December 13, 1994 in which he outlines discussions between Town staff and Town residents. There also was physical evidence which I observed during my view of the property which would tend to show that there were at least segments of a public roadway in the general area. Further evidence was obtained through my conversations with abutting property owners. The existence of the maps, the references in older deeds, my viewing of the property and discussions with abutting landowners and evidence of use by residents, at least prior to 1938, are all factors which I believe would lead a Court to find that a public easement over Ridge Road beyond the paved portion existed. It is not clear from this evidence whether that easement extends to the Manchester Town line or travels in a westerly direction to Buckland Road or both or neither. The determination of the extent to 8 j F which there has been an acceptance of a street involves a question of fact. See Russo v. Seleit, 98 Conn. 398, 405. Inasmuch as it is my opinion that the public easement has been abandoned, it is not essential for purposes of the Commission's consideration of . i the subject applications that this location be conclusively established. i 11. - Has the public easement in Ridge Road been'abandoned? A highway may be extinguished by direct action from governmental agencies, in which case it is said to be discontinued; or by nonuser by the public for a long period of time with the intention to abandon, in which case it is said to be abandoned. Greist v. Amrhyn, 80 Conn. 280, 285 (1907). The length of time during which such nonuser must continue on the part of the public, before the highway can be presumed to be abandoned has not been determined in this State by statute or judicial decision. Id. The courts have held, however, that "it must be a long time." Id. Abandonment in this jurisdiction is a question of fact. Richardson v. Tumbridge, 11.1 Conn. 90. It implies a voluntary and intentional renunciation, "but the intent may be inferred as a fact from the surrounding circumstances." New London v. Pequot Point Beach Co., '112 Conn. 340, 347 (1930), quoting form Newkirk v. Sherwood, 89 Conn. 598, 605. 9 Applying these legal principles to the current situation, no evidence of a formal discontinuance by the Town has been discovered, so it is my opinion that the roadway has not been discontinued. There is, however, significant evidence of abandonment by the public and the Town. A visual inspection of the roadway in question, together with a viewing of the numerous maps which have been recorded with the Town Clerk depicts the following: Felt Road begins as an unpaved road north of Palmer Drive. It is paved from Palmer Drive to a cul-de-sac south of Oakland Road. It then begins again several hundred feet beyond, renamed as Summit Drive, to its intersection with Deming Street. It then continues as Ridge Road beginning at Deming Street with the pavement ending at a cul- de-sac several hundred feet north of Deming Street. Beyond this point, there are some landmarks which may tend to show a dirt roadway which has not been used for many years. While some portions of the property appear to show the prospective boundaries of the roadway, other areas are completely overgrown and show no evidence of ever having been traveled. In a prior opinion by Town Attorney Ralph Alexander on December 13, 1994, he indicated that Town staff "has determined from discussions with some of our more 10 i I I I � ; 1 l F E � 4 � `4f i 1 vulnerable Town residents that the road:in the area stopped being used in 1938 following a washout that occurred during the great hurricane of that year." While this reference pertains specifically to the portion of Felt Road in the vicinity of Grandview Estates and I Deming Street,this area is not far from the portion of Ridge Road in question. _ I It is also significant that deeds from this century do not refer to a highway in the location of Ridge Road, even where prior deeds in a particular chain of title made such a reference. It appears that such references last appeared in the late 1800's. Surveys and maps which have been filed with the Town Clerk's office from 1947 to the present have consistently depicted Ridge Road as ending at or near its current paved terminus. Many of these surveys and maps refer to rights-of-way which have subsequently been acquired to allow access to the current Ridge Road. These rights-of- way would not be necessary if Ridge Road were still a public roadway or if it had not been abandoned. From the foregoing, it would appear that the non-paved portion of Ridge Road has not been used by the public for a long period of time. As noted above, however, mere I i nonuse is not sufficient to constitute abandonment. There must be some evidence of an intent to abandon. In this regard, it is significant that the Town of South Windsor G ti i prepared a map in December, 1949 showing present Town roads, which was then revised in October of 1963, and which depicts Ridge Road as ending at its current cul- de-sac. The map shows a notation that it was recommended by the Board of Selectmen, the legislative body for the Town of South Windsor during that period of time. The map also carries the notation that it was "not officially adopted," but this may be explained by the following minutes of a Board of Selectmen meeting in 1963: Mr. Egan moved that the Town Attorney be instructed to take those steps necessary to determine the requirements for the adoption of an official map identifying the accepted town-roads in South Windsor. Mr. Keefe seconded the motion. It was a unanimous vote and so ordered. Although there is no record that the Town Attorney took steps to have the Town officially adopt the subject map, this shows a clear intent on the part of the Town that Ridge Road not proceed as a public roadway beyond its paved terminus. One abutting landowner, William J. Krawski, raised the issue that his property was being taxed for frontage on Ridge and Felt Road and that his appeal of this assessment had been denied by the Board of Tax Review in or around 1968. He has argued that this is evidence that the Town did not intend to abandon the road and has continued to treat it as a public roadway. Mr. Krawski could provide no evidence of this appeal or the result 12 fft � 3 1 f i i I � iand the Town records do not go back beyond 1984 for. the Board of Tax Appeals. There . i has been no evidence, therefore, presented to support Mr. Krawski's claim. In light of the foregoing, it is my`opinion that to the extent Ridge Road has ever been a public roadway beyond its paved_ portion, this roadway has been intentionally 1 abandoned by the Town and the public. lll. Do landowners abutting any portion of Ridge Road which has been abandoned have a right-of-way over said abandoned roadway? Claims have recently been made by abutting landowners to Ridge Road that, if the public roadway has been abandoned, they are entitled to a right-of-way over the abandoned roadway. Section 13a-55 of the Connecticut General Statutes provides that °property owners bounding a highway, any portion of which has been abandoned, shall have a right-of-way over such abandoned highway to the nearest or most accessible highway." Prior to enactment of this statute, the common law provided that an abutting landowner did not have a right to access, but did have a right to damages if the abandoned roadway was the only practical access from the; property,to the public highway system. If it is determined that any portion of Ridge Road which was a public j roadway was abandoned prior to adoption of this,-statute, the abutting landowner would 13 r be entitled to nothing unless he or she can establish that they have no other access to the public highway system. All or virtually all of the properties in this area have access to Buckland Road or some other public highway, so they would be entitled to nothing unless the abandonment of Ridge Road occurred after the adoption of the statute. Even in this later instance, there has been a suggestion in some cases that the statute only applies if the abutting landowner's property is landlocked. See Ventres v. Farmington, 192 Conn. 663, 670 (1984). In any event, the abutting landowner would have to prove that their property bounded an abandoned highway. Given some of the discrepancies in the maps, deeds and physical evidence, it may be difficult to establish the precise location of the public roadway beyond the paved portion of Ridge Road. This is an issue, however, with which the Commission need not concern itself, as long as any approval is conditioned upon the language stated earlier in this opinion. It would then be incumbent upon the applicants and the abutting landowners to determine for themselves or to establish in court whether any rights over the abandoned highway exist. 14 �10" Sf 4`� H + r 70� apso� �• O � G 9 1540 SULLIVAN AVENUE SOUTH WINDSOR, CONN. 06074 SOR•co AREA CODE 860 /644-2511 November 15, 1999 ' '13-'_ � Certified #P462498033 r -1 Fuss & O'Neil Inc. NOV �� � Attn: Mr. Jay Giles 12 sn 99 146 Hartford Road ENO Of Manchester, CT 06040-5921 RE: Appl. #99-58P, Northern Hills II, Target Stores Dear Mr. Giles: At the November 3, 1999 regular meeting, the Inland Wetlands Agency/Conservation Commission approved application #99-58P- Northern Hills II, Target Stores - IWA/CC permit for the construction of a 120,000 square foot retail facility, parking area, stormwater structures, and associated improvements on 11 acres located on the northerly side of Buckland Hills Road and easterly of Buckland Road, GD zone (Assessor's map #18, parcels 4 & 6). 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 November 3, 2004. 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. Northern Hills II Target Stores November 15, 1999 Page 2 4. All approvals required must be obtained and submitted prior to any activity on the site. 5. A contact person shall be identified on the plans. 6. A bond in the amount of$25,000.00 be submitted to the Planning & Zoning Commission to ensure compliance with the Erosion and Sedimentation Control Measures. 7. Conservation easement shall be granted to the Town of South Windsor prior to issuance of a building permit. The boundaries of which are referenced on the map entitled Proposed Conservation Easement, Pond Estates at Red Rock, dated 10/28/99, sheet #1 of 1. 8. The conservation easement agreement language to be reviewed and approved by the Town Attorney and Inland Wetlands Conservation Commission. 9. The applicant to provide barrier plantings (blackberry) along the southern property boundary and escrow sufficient for installation of a fence substantial enough to prohibit human traffic onto the easement area from the south. 10. Erosion and sedimentation control inspections will be done by an independent party hired by the applicant with a report to the Town on a weekly basis. 11. Mitigation statement submitted by the applicant which will cover the following: • Habitat plantings in the upland review area which are adjacent to the wetlands. • Encumbering the existing Pond Estate Subdivision with the intent to deed a portion of the property to the Town upon final approval of the revised subdivision. The boundaries of which will be submitted to the Town for review prior to the issuance of a building permit. y Northern Hills II Target Stores November 15, 1999 Page 3 • Removal of metal debris from the conservation easement. • Limits of the easement shall be monumented according to section 12.2 d of the Inland Wetlands/Watercourse and Conservation Regulations, additionally perimeters shall be marked with aluminum boundary markers of a type and location determined by the Town. Very truly yours, INLAND WETLANDS AGENCY/ CONSERVATION COMMISSION Elizabeth Warren, Chairperson EW:dr cc: Chief Building Official Town Engineer Northern Hills II, Target Stores MEMORANDUM Town of TO: Marcia Banach, Director of Planning South FROM: Gary K. Tyler, Chief of Polic i n d s o r DATE: 22-Nov-99 Police Services SUBJECT: Northern Hills, LLC for Buckland Hills Mixed Use I have reviewed the report to the state traffic commission and the report of findings from the Town of Manchester. As the Town of South Windsor Police agency and the Legal Traffic Authority we agree to the 200 foot stacking lane on Buckland Rd. as concurred with on September 16, 1999. If you have further questions, please feel free to contact me. E G E I `v, E R NOV OA 1999 SOUTH WMOSOR PLANNING OEPT. �SOwM Se, 07-own ale Sot&A 1540 SULLIVAN AVENUE•SOUTH WINDSOR,CT 06074-2786 OJI-C ' AREA CODE 860/64 -2511 FAX 860/64 -3781 CERTIFIED MAIL December 3, 1999 Northern Hills, LLC John Finguerra 1109 Rose Lane Virginia Beach, VA 23451 Dear Mr. Finguerra: Re: Appl# 99-58P,Northern Hills, LLC (Target) Site Plan We are pleased to advise you that the Planning&Zoning Commission voted on 11/23/99 to approve with modifications the above referenced application for a Site Plan of Development. This approval is for the construction of a retail facility on property'located at R1,R2,R3, R4, 70 and 90 Buckland Rd.,Buckland Gateway zone as shown on plans prepared by Fuss & O'Neill, Job No. 99-402.A10, dated 8/27/99 as revised. This approval is subject to the following modifications: 1. Prior to commencement of any site work, a meeting must be held with Town Staff. 2. No building permit will be issued until the final mylars have been filed in the Town Clerk's office. 3. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission, including a bond in the amount of$25,000. 4. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 8.1.10 of the Zoning Regulations. 5. Footing drains are required if the building has a basement. 6. Landscape bond in the amount of$15,000 is required and must be submitted prior to filing of mylars. 7. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 8. WPCA approval is required. 9. Street address of the building must be shown on the final plans. 10 Buffering must meet the requirements of Section 10.4. If after installation the buffer is not adequate and in conformance with the requirements of Section 10.4, the buffering will need to be enhanced. uffering must extend the entire length of the property line(in conformance with Section 10.4). 12. Landscape planting of internal parking lots must be more diverse and include a variety of shade trees. 13. Signage must conform to Section 17.8.5 of the Zoning Regulations. 14. The applicant must develop and implement a maintenance plan addressing routine collection of litter and other solid wastes deposited on the site or in the wetland area. 15. The light poles cannot exceed 25 feet in height and must conform to Section 17.20, Outdoor Lighting. .16. The noise levels emitted from the site must conform to Section 5.8.5.E. 17. No outdoor storage or sales of any type are permitted. 18. Street trees along Buckland Hills Drive must be planted on the applicant's property, in the event that the owner of the property along Buckland Hills Drive has not granted permission for the planting and maintenance of the landscaping. 19. The Commission's approval is conditioned upon the Town's reliance upon representations made by the applicants that they own the property involved in the application and that they will not interfere with property rights of others by using their property as proposed in the application. 20. An access easement is required to be granted to properties to the north in accordance with the approved subdivision plan. �. Pedestrian circulation must be provided throughout the site, i.e. sidewalks linking stores and Buckland Hills Drive. 22. A 6-foot stockade fence must be placed at the top of hill. 23. Impervious coverage on individual lots may vary,but the total impervious coverage of the entire site(35.77 acres prior to subdivision) cannot exceed 65%, in accordance with the requirements of Section 5.8.5.a, b (consolidated parcels) and 10.2. 24. Architecture must be enhanced to break up the "big box"appearance to be in conformance with Section 5.8.1 of Buckland Gateway zone regulations. 25. The gabion wall must be replaced with a different retaining wall treatment. 26. Final plans, including architectural, landscaping and all other modifications,must return to the Commission for approval. 27. Engineering comments of 10/25/99 with the'exception of Item#la,b must be addressed. 28. The 26 space overflow parking area must be paved with pervious grass pavers. J y.4 r 29. The 15 parking spaces nearest to the truck pavement on the sou thernmost uthernmost edge of the southeast property line should be designated as employee parking. Black and white transparent mylars of Sheets#2 and 4 with the above modifications, together with three blueprint copies of the entire set of plans must be submitted to this Commission within 30 days to be stamped and signed. The letters of approval of this Commission as well as the Inland Wetlands Agency/Conservation Commission must be reproduced on the mylars. After the mylars have been signed by the Commission, they will be returned to you for filing in the Office of the Town Clerk. After filing these plans, a copy of the receipt must be submitted to the Planning Department. Sincerely, A Walter J. Mealy, Chairman Planning and Zoning Commission cc: Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal Jay Giles, Fuss & O'Neill JAN.11.2000 2:25PM FUSS & O'NEILL N0.597 P.2 ' Dayton Hudson Corporation General Common Area Maintenance Standards General Maintenance: As Conditions mgquire,two conorote trash cOntainers are located at the front entrance to each major tenant,-one or more per multi4en=t binding, one or more cigarette urns per major tenant and multi-tenant,trash can liners and cleaning materials. Aay Porter: porter is resymsible for day-to4ay common area maintenance duties including, but not if nited to, emptying common area trash contain rs, 'tunwving trash from parkins lot, planters and sidewalks, eombig that a frcat-Oros appearance of the center is maintained, and identifying and communicating deficiencies within the common area. Note; In certain watkets,landscapers and/or lot sweepers will perform this service as a part of their contract. This should be considered in order to keep the center maintained in the most coat effective raautter, Trash Removal: Common area trash is stored in locked bin within locked enclosure, Bin pickups scheduled at appropriate intervals to prevent bin overflow. (Note: This is an optional service- it is required if not a part of maintenance eontracis), Pedodic pick-up of stray items (i.e.,tires)is required on a timely basis. Common Utthty Lines: Maintaining,cleanarg,replacing, and repairing any and all common utility lines. "Common" utility lines arc typically those manta serving the entim shopping center- "Uter&'utility lines are those serving individual tenants and are the responsibility of the individual tmmt being served, General Landscaping: Maintaining and mplaciq all landscape plautimgs,trees and shrubs in au attractive and tirrivJuag condition. Maintaining, repotting or replacing landscape pl&ulam including those adjacent to cxterior walls of buildings. Modifying iuigation systm to satisfy local governmental water allocation or emar'gency,requirements. Landscape Contract: Service, as appropriate,to waintain a neat, well-groomed appearance. All landscape areas shall be kept mowed,.edged, weed and trash free, shrubs trimmed and automatic irrigation syst= adjusted monthly for water conservation. Mulched area to be replenished as necessary. Weed barriers to be coverad at all times. Landscape l�apalr: Renovation and restoration of existing plauttrs. This includes replacing- _ plants and repairing irrigation system damage and deterioration over and above routine maintenance. It also includes converting planter and irrigation systems to satisfy water emergency regulation as required by the appropriate govemmental agency or public utility. s does not include landscape avers associotod with building expansions,or additions. Try Trimming as required to control growth,mJWrnize sigh interference and enhance appearance and development of stew (generally performed annually)' Includes' tree replacement. 1 JAN.11.2000 2:26PM FUSS & O'NEILL N0.597 P.3 Dayton Hudson Corporatlon General CommonArea Maintenance Standards Primary objective of this categoty is to provide guest$and team members with a safe su face to walk and drive on. All paved surfaces and curbs shall be mah4sined to provide a smooth and even conditions including,but not limited to,replacing base,skin patching,resealing and resumAcing.Corrective action should be performed to address spidering,cmlc.%breaks and potholes, Lot vacuuming service performed during early morning lours,prior to arrival of customer or employee can. Includes blowing off all sidewalks,cleaning along all curbs and bebind bumper stops,removitig all trash and debris from parking lot(front,sides,rear),using a broom swoEpor, as necessary,to remove sand and dirt buildup. (Average DHC location has service 5 days per week,but may have services 3-7 days/woalc,-depondiug on volum ansdlor geogropMo market)' Our standard for snow removal is up=accumulation of 2"of snow. Ice is to be removed by use of'salt or other approved chemicals on a timely basis. Maintaining,cleaning and replacing of all sidewalks,including those adjacent and.continuous to buildings located withitr tbo Shopping Center. Sideweli o aha11 be steam cleaned,as required,to remove gum,grease,:stains wd other debris embedded is the concrete: Snow shall be removed from the sidewalks upon 2" of accumulatiom Ice is to be removed by use of salt or other approved chemicals on a timely basis. Operation of lighting should be monitored periodically. Bulbs and ballasts are to be replaced on a timely basis. Damaged poles and system Mures are to be corrected immediately upon occurrence, C.itnnits,conduits,contactors,time clocks and circuit breakers should always be in. operational condition, All wiring is to be ewlased in conduit. Exposed wires at the pole inspection,plates or electrical panels mustbe corrected iYnmediately. Poles are to bo rust free and must be painted as needed. Maintaining, cleaning and replacing MW appropriate directional, stop or bandicapped parking signs or markers,including pole and mounted signs. Resttipe parking lots and drive lanes, as necessary,to m?citttain parking space designation and traffic direction. Curbs,fim lanes,pedestrian,crosswalks,and Mo paruug areas,clearly marked in such color as may be required by govcn>meatal codes. Signs shall be inspected periodically to maintaia proper operation and condition. Repair and maintenance shall be perfonned on a timely baAa and/or as required 2 SOWN SE+ 1540 SULLIVAN AVENUE SOUTH WINDSOR, CONN. 06074 R.CO AREA CODE 203/644-2511 January 11. 2000 Northern Hills, LLC c/o John Fineuerra -. 1109 Rose Lane Virginia Beach, VA 23451 RE: Northern Hills Target Store Buckland Road SOUTH WINDSOR, CT Dear Mr. FinLuetra: The South Windsor Water Pollution Control Authority, at its special meeting of January 11. 2000. gave approval for the connection to the Town's sewerage system of a commercial building at Buckland Road, as more specifically shown on plans entitled "Northern Hills II -Topographic Map -Final Development Plan - Buckland Road - South Windsor. Connecticut" prepared by Fuss & O'Neill, Inc., Manchester, CT, Job No. 99-402.A 10. Sheet No. 5 dated 8/27/99. revised 10/11/99. 10/21/99, and 11/15/99, and subject to the following conditions: l. Technical approval of the Town Engineering Department. 2. Final Authority approval and acceptance of the sanitary sewerage connection will he given once the sewer line has been installed and inspected by the Town staff, and based upon the written verification ofthe Town stal'I'that said sanitary sewer line w-as installed in substantial conlorniance with the design plans previously approved by the Authority. and meeting all Town replations and appropriate technical specifications relating to sanitary sewer construction. 3. This approval letter must he superimposed on the final approval plans. 'cry truly yours. Th(muls llindson. Chairman W--der Pollution Control Authority T1 1-t cc: \1 111I1cw Galligan. Town ,Mana2er Michael J. Gantick. Director of Public Works Jerry laiietta. Town Engineer Marcia Banach. Director o1 PlannlnL' John Collins. Chiel Buildi112 Inspector South • • Planning Department Me o To: Barry Guliano,Town Attorney From: Marcia A. Banach,AICP, Director of Planning Date: 01/12/00 Re: Target Site Plan—Approval Condition As you may recall, in conjunction with the discussion regarding the status of Ridge Road and its effect on both the Target and Lowe's site plan applications, the Planning and Zoning Commission placed the following approval condition on each approval: The Commission's approval is conditioned upon the Town's reliance upon representations made by the applicants that they own the property involved in the application and that they will not interfere with property rights of others by using their property as proposed in the application. Target has indicated that they are very uncomfortable with that approval condition as written, as they fear that the PZC approval will become void if an action is filed against Target by an adjacent property owner. Target understands the intent of the approval condition. They are requesting that the existing approval condition be substituted with the attached condition. The Planning and Zoning Commission does not have a problem with this request but wants your review and agreement if the wording is satisfactory. There is some urgency to this request, as Target is trying to get their building constructed and open as quickly as possible. Thank you for your assistance. 1 { Y i j1 f t ff t f •Page 1 1540 Sullivan Avenue,South Windsor,CT 06074 860-644-2511,ext.253 ' i Approval of the application shall not be construed as a determination by the Planning& Zoning Commission or the Town of South Windsor that title to the premises described in the application is held as represented in the application. No finding is made with respect to the applicant's title to such premises, other than that the applicant has an interest in the premises sufficient to allow it to apply for the approval. The applicant shall assume all risks of adverse claims to the premises by other persons,is encouraged to obtain its own legal counsel with respect to whether any colorable claims exist o�fhaye any merit,and shall not rely upon the approval or upon any communications to.theyr t ►y N'lanning&Zoning Commission or the Town of South Windsor in reaching a conclusion as to the existence or merit of any such claims, or the likelihood of the commencement or favorable determination of any legal proceedings in which such claims may be asserted. 186182 AGIRh J v Fuss&O'Neill Inc. Consulting Engineers 146 Hartford Road,Manchester,CT 06040-5921 TEL 86o 646-2469 FAX 86o 643-6313 INTERNET:www.FandO.com Other Offices: Longmeadow,Massachusetts Fairfield,Connecticut East Providence,Rhode Island January 14, 2000 Mr. Jerry Iazzetta Town Engineer Town of South Windsor 1540 Sullivan Avenue South Windsor, CT 06074 Dear Mr. Iazzetta, We are providing you with advanced copies of the sheets that have changed as a result of the latest comments received from you and the Town. They are the following: Sheet 4 now shows the limits of the stockade fence. Sheet 5 shows the curtain drain you requested on the rear and side slopes. Sheet 10 now includes a detail of the curtain drain and concrete sidewalk/concrete. Sheets 16 and 17 now show the curtain drain, and have been revised to restrict grading to our property. Please let us know as soon as possible if there are any additional changes that need to be made, or if the ones that we have made are unacceptable. We plan on submitting final sets and mylars as soon as we receive the last letter of approval. We anticipate receiving that letter by Wednesday, January 19. Thank you in advance. Sincerely, Zames Cerkanowicz Civil Engineer GAP99\99402\A 10\jac0114a.wpd Corres. (HQ) ' �towM •�' t� 0 1540 SULLIVAN AVENUE•SOUTH WINDSOR,CT 06074-2786 ��OsoR.co� AREA CODE 860/644-2511 FAX 860/644-3781 January 19, 2000 Northern Hills, LLC John Finguerra 1109 Rose Lane Virginia Beach, VA 23451 Re: Appl# 99-58P, Northern Hills, LLC (Target), review of architectural elevations and site plan Dear Mr. Finguerra: We are pleased to advise you that the Planning and Zoning Commission, at its 1/11/00 meeting, voted to approve a modification to the wording of item#19 of the 12/3/99 approval letter. This new wording was submitted by Target at the 1/11/00 meeting and is attached herewith. Plan revisions in response to approval modifications nos. 12, 14, 21, 25, 28 and 29 of the 12/3/99, approval letter were also accepted by the Commission. Sincerely, 11'ohl6t /A d. Walter J. Mealy, Chairman Planning and Zoning Commission Attachment cc: Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal Jay Giles, Fuss & O'Neill erry azzetta- arget Page From: Marcia Banach To: Jerry lazzetta Date: 2/23/00 4:17PM Subject: Target Project Manager Dan Willenbring in Minneapolis. 1000 Nicollet Mall, Target Plaza North 12B, Minneapolis, MN 55403. He suggests that we call him anytime we have a problem that doesn't seem to be getting resolved, since he's the top dog on the project. His phone#is 612-761-1536. Qvl N 8 f, t �n Town 0-te SotdA V&U, � ' ` 1540 SULLIVAN AVENUE SOUTH WINDSOR, C N. 06074/Q oe•c � AREA CODE 860 / 644-2 qR � ? 4 ;{ L S0 000 FNG,Q p4S0� f NOTICE OF VIOLATION FAX and CERT D MAIL Mr. Michael Tighe, Project Executive Konover Construction March 13, 2000 P.O. Box 4052 Farmington, CT 06034-4052 Dear Mr. Tighe: Re: Failure to maintain erosion controls Target/Lowes site, South Windsor. By this letter you are whereby ordered to cease any activities that contribute to the degradation of wetlands or watercourses including the large scale grading of earth on the site and failure to follow approved and amended erosion and sedimentation plans. Further, you are required to remove accumulated sediment deposited in the wetland area and stabilize the deposition areas. You are so ordered based on the following facts: 1. The Inland Wetlands Agency/Conservation Commission has the authority and the responsibility to regulate inland wetlands and watercourses in the Town of South Windsor under sections 22a-36 through 22a-45 of the Connecticut General Statutes (CGS) and the South Windsor Inland Wetland, Watercourses, and Conservation Regulations. 2. On March 13, 2000, I made an inspection of the construction site and discovered that planned earthen diversion berms, which were approved and were being installed on Tuesday, March 7, 2000, had been altered so as not to function per the approved plan. This resulted in significant amounts of sediment being deposited in the adjacent wetlands to the west. This affected water quality on the site and off-site on property to the north. 3. These activities have occurred through negligence and a lack of regard for the preservation of water resources onsite and offsite. (Section 22a-44, CGS and Section XV of the Inland Wetlands, Watercourses, and Conservation Regulations) and constitute a violation of the law; contrary to public policy set forth in Section 22a-36 CGS. This notice of violation is issued in accordance with Section 22a-44, CGS and Section XV of the Inland Wetlands, Watercourses, and Conservation Regulations. I am requiring you to: Cease all land grading activities associated with the construction of the Target and Lowes Stores until the below reference tasks are completed. Complete the reconstruction and installation of the diversion berms and storage area shown on the plans submitted by Fuss and O'Neill dated March 6, 2000, and approved by this office on March 8, 2000. The additional exception being the removal offsite of already excavated material is allowed. . I1I Remove.accumulated sediment from the impacted wetland area by the least intrusive method possible. Seed and mulch damaged areas. • Stabilize completed diversion berms. • A representative is required to attend the March 15, 2000 meeting of the South Windsor Inland Wetland Commission. Failure to comply with the provisions of this notice by March 16, 2000 will result in the issuance of a cease and desist order and legal action by the Town Attorney. Questions on this matter can be addressed to this office at(860) 644-2511 X229. Sincerely dr Jeffrey H. Folger Zoning and Wetland Enforcement Officer cc IWA/CC Town Attorney Director of Planning/ Town Engineer� Dan Wallenbring—Target stores PLANNING DEPARTMENT TRANSMITTAL DATE: 311,6 f(�J TO: On -Z Z tj, � WE ARE SENDING YOU: O PZC initial plans O Drainage computations O PZC revised plans O Bond estimate request O PZC Final plans for review O Bond reduction request O PZC Final plans for filing O Correspondence O IWA/CC plans ,o Other l J(ln91AA 1 o NO.OF COPIES APPLICATION NUMBER PROJECT/APPLICANT I � s9p THESE ITEMS ARE TRANSMITTED: For review and comment O For your files O For your use O As requested O Other PLEASE RETURN/COMMENT BY: F ,� COMMENTS: BAR x620 , 00 • so urH w;nosoa / /.i Copy to: From: Planning Department- 10/98 CONSERVATION EASEMENT A certain easement located in the town of South Windsor, State of Connecticut, continuing 3.764 acres as being depicted on a plan entitled, 1-84 Associates Conservation Easement Pond Estates at Red Rock Deming and Slater Streets, South Windsor, Connecticut", Scale 1"=40'Dated 2/16/00 Py Fuss&O'Neill,Inc.,said easement being more particularly bounded and desc ' ed as follows: .off o0 R�t.Vtdei� Z-ld•L'l�Da^.�3 • Commencing at a point,said point being the northwesterly corner of the herein des ent, said point further being located S 66' 21' 18" E, 17.29 feet from a concrete monumen arking the southwesterly corner of lot 8, as depicted on said reference In , and the easterly comer of land now or formerly J.M.Jacques; Thence running N 71° 15' 10"E,455.00 feet to a point; Thence running S 181 44'50"E,36.00 feet to a point; Thence running N 71° 15' 10"E, 140.00 feet to a point; Thence running N 22°24'09"E,47.81 feet to a point; Thence running N 71° 15' 10"E,331.00 feet to a point; Thence running S 18° 44'50"E,200.00 feet to a point; on the South Windsor- Manchester Town line; The last six(6)courses running through land now or formerly Manchester I-84 Associates; Thence running S 710 15' 10"W, 659.86 feet along the South Windsor-Manchester Town line to a point; Thence running N 66' 21' 18" W,296.65 feet along land now or formerly J.M. Jacques to the point and place of commencement. 60VIL,t" .4L . G:\P86\86481\Al\jddO3O7.wpd Cones.(HQ) n Memorandum To: Mike Tighe, Project Engineer— Konover Construction Corp. CC: Jerry lazzetta, Town Engineer From: Jeffrey H. Folger—Zoning/Wetland Enforcement Officer Date: March 29, 2000 Re: Permanent detention basin #2 serving the Lowes/Target site. Mr. Tighe, In reviewing the construction-to-date, and the proposed plans on the large permanent detention basin (basin #2) 1 would like assurance that the 9-foot plus berm will structurally withstand the design 100-year storm. This request is being made to insure that properties to the north of the basin will be protected from a catastrophic event. An examination of cross sections of the berm should be done and the structural integrity certified by the design engineer. The engineer's report must be submitted to the Town Engineer. It makes sense to do this before the basin is completed. AVER SHEET H WINDSOR SOUTH� .LIVAN AVENUE ,ONNECTICUT 06074-2786 ., FAX: 860 644-7280 DATE: to o PLEASE DELIVER THE FOLLOWING PAGES TO: NAME: COMPANY: FAX # FROM: NAME: i i p . �.. /-�1•- TITLE: o MESSAGE: F If you did not receive all pages (including the cover), or if you have any questions, please call 644-2511 as soon as possible. ti J TM Or SOUTIf W=qm smRig1yC SITE L.r6t63iL ��y QX FOUR SIVE A S°UMMSION GENERAL: CHANGE ORDER CONTACT PERSON& , d p kills Phone a te,,, "_ _ Address 0 over Site Name_porf 4&0) NITS Z r t ��S Ro. l-=5r P bwnex-'TQra_0, - mor"fig . . '� � IC -N D Contractor 5i Lo Lo X-smome 6wjr Signature of owner,, WOO signature of Design En r. �d� , ���' �- � t� g CHANGE: (Describe location a t-Ure of c haage. Xrmlud Four (4) Copied of plan/profile of Change. ) j J .a k ii4mfed A efff1dAdf0 AA I J044 LJOHO W-1.1A.'IMA : ReEev o sAett Reason for Change: (Why in change red) &r' iq A s of Q d ,'1 t Brf Cm ®t No r-krm4'r Pn9 ge 5v y �! APPROVALS: (AS Re wire Dir. Of Planning Date: GO Town Engineer I 2�OO� Dir, of Public Other: DateI STAFF CONMENTSt White - Town Engineer Yellow - Applicant Pink Director of Planning Goldenrod 7 �tOWN sF,t� G Town ale SotdA T)t 9 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 soR•co AREA CODE 860/644-2511 May 1, 2000 Michael Tighe Konover Construction Corp. P.O. Box 4052 Farmington, CT 06034-4052 Dear Mr.Tighe: Re:Preconstruction Meeting—App199-07P, Lowe's Appl 99-58P, Target 1N ATTENDANCE—See attached sheet The following is a brief summary of points discussed during the meeting: Erosion and Sedimentation Control 1. All erosion and sedimentation control measures are to be in place prior to earth moving operations in each area and maintained/cleaned out during- construction. Call Jeffrey Folger, Zoning/Wetlands Enforcement Officer for inspection when measures are in place, prior to commencement of site work or if any problems/concerns arise during construction. 2. All topsoil stockpile areas to be protected(ringed with haybales or equal). 3. During construction of the road/driveway a crushed stone tracking pad is to be installed and maintained to minimize tracking of dirt/gravel on to Buckland Hills Drive and Buckland Rd. Calcium chloride or water is to be used for dust control as required. Public Works 1. Three complete sets of approved/revised plans to be provided to Town prior to start of construction. They will be stamped by the Planning Department along with plans developer needs. Only approved plans are to be used on the job site. 2. The Public Works Department is to be notified forty-eight (48) hours prior to the start of major construction work with inspections and testing per Developers Checklist requested for the following: a. After site is staked out b. All drainage work c. Preparation of subgrade, compaction tests as per Developer's checklist d. Preparation of subbase, six (6) inch lifts e. Placement of bituminous concrete, two (2) inch layers maximum >-i 3. Certification of gravel used as subbase and processed stone for base will be required from an approved testing company. 4. Certification of all products used -- storm pipe, structures,pavement, etc., shall be presented to the Town Engineer prior to installation. 5. No subgrade formation/base in frozen ground/snow. Same for pipe/structure installation. 6. As built plans are to include horizontal and vertical location of all underdrains, footing drains, and sanitary sewers and house service laterals located as per revised as-built checklist. 10. All pipe and structures to be backfilled with free draining material, compacted in maximum one foot lifts with approved compaction equipment or approved equal if deep trench is encountered. Any pipe or structure work requires inspection prior to backfilling. 11. Any problems and/or questions regarding construction of this project will be directed to Mike Tighe in the field at phone#860-284-7420. 12. All filling to be done in accordance with Department of Transportation specifications. To be compacted in maximum lifts and tested as necessary. 13. Job meetings will be held as needed, and can be called by the developer or Town. Roadway job meetings will be held Wednesdays at 11 a.m. at the site trailer. 14 - Forty-eight(48)hours' notice needed for certificate of occupancy inspection. 15. Any proposed changes are to be presented to the Engineering or Planning Department prior to implementation on change order form in quadruplicate with 4 copies of the drawing. Town will attempt to turn around within 24 hours. 16. Normal hours of operation 7:00 a.m. —5:00 p.m.,no work on Sunday. 17. No paving after October 15 or before April 15 without written approval from Director of Public Works. 19. Extra care must be taken when compacting around structures such as catch basins and manholes. These spots often become problem areas in the future due to settling, therefore, the town staff/inspectors will be requesting additional compaction tests in these areas. 20. Sanitary lateral locations should be tied down to existing structures and shown on the progress as-builts. 21. Roadway preconstruction meeting of April 19,2000, 9 a.m. Lincoln Center, Manchester. 22. Three hundred thousand thirteen dollars ($313,000) road improvement bond require&prior to issuance of street cut permit. PlanningDoartment 1. Landscaping is to be installed in accordance with the approved landscaping plan. If there are changes required, contact the Planning Dept. Additional landscaping installed on one part of a site will not preclude planting all of the remaining items shown on the landscaping plan. SNET/NU 1. Contact utilities for coordination of utilities connection. Fire Marshal 1. Blasting(if required)to be coordinated with the Fire Marshal. Police Services 1. Emergency phone numbers for the duration of the construction must be provided to Police Services on a company letterhead. If the developer occupies or owns the building after construction emergency numbers must be provided to Police Services. 2. All buildings located on property that abuts a public highway must be numbered and visible from the street. All numbering shall comply with Town Ordinance 6-800 through 6-802. Barns, garages, and outbuildings, which are located on the same premises as a numbered structure, are excluded. 3. Erect temporary sign on the site during construction identifying the project. 4. If an alarm is to be installed contact Police Services. Building Do 1. Plan review with Building Official/Fire Marshal required prior to application for building permit. Coordinate with Chief Building Official. Sincerely, Michele R. Lipe, AICP Assistant Director of Planning MRL/dlw Attachment cc: Jerry C. Iazzetta, Town Engineer Karl Reichle,Public Works Mel Stead,Public Works John R. Collins, Chief Building Official Fred Shaw, Superintendent of Pollution Control Mark Carlino, Town Engineer, Town of Manchester Bob Nelson KCC-Supt.,P.O. Box 4052,Farmington, CT 06034-4052 Bob Smeney,KCC-Supt. Mark Hopkins,KCC Products Manager Jay Giles, Fuss & O'Neill Robert Sachs, Lowe's Mike Tighe,Konover Construction Tony DeNapoli, KCC CL&P SNET `own O-PSOu44 ?A s ` 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 OR-Co� AREA CODE 860 /644-2511 May 23, 2000 Mr. Mark Hopkins Konover Construction Corporation P.O. Box 4052 Farmington, Connecticut 06034 RE: oarget Sewer Connection Charge Dear Mr. Hopkins: Pursuant to our recent telephone conversation,please be advised that the sewer connection charge for the Target site has been computed as follows: 12.54 ac. x$2500/ac. = $31,350 The connection charge must be paid at the time the permit is issued. I have enclosed herewith a copy of the rate schedule. If you require any further information please feel free to contact this office. Very truly yours, C.-Lj zfz 4'F� C. F. Sh w, Superintendent Pollution Control cc: Jerry Iazzetta, Town Engineer ................. Poblocki & Sons... EXTERIOR & INTERIOR SIGN SYSTEMS www.poblocki.com July 7, 2000 South Windsor Town Hall Planning &Zoning Department 1540 Sullivan Avenue South Windsor, CT 06074 RE: Approval of Signage for the TARGET Store, 20 Buckland Roa 'South Windsor, CT Dear Board Members, We are seeking your Approval on the signage that the ZBA Approved in their July 61", 2000 meeting: • one freestanding sign. • two Fets of building letters. Attached. are Drawings and Information for your Review &Approval—the attached Drawings include the alterations/changes requested by the ZBA Board. With the TARGET store scheduled to open in October, your attention to this matter is very important, and very much appreciated. Sincerely, POBLQCKIt& SONS Richar�Natt a Special Accounts Manager TEL: 414/453-4010 FAX: 414/453-3070 MAIL: P.O. BOX 1541 MILWAUKEE WI 53201-1541 FACILITY: 922 S.701h.St., WEST ALLIS,WI 53214 �SpWM "4( TOWn OIPSOU& ?401&�� G � 9 G 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 R•c AREA CODE 860 / 644-2511 July 12, 2000 Mr. Michael C. Tighe Konover Construction Corp. 16 Munson Road P.O. Box 4052 Farmington, CT 06034-4052 Re: Embankment and slope along Buckland Road, South Windsor Dear Mr. Tighe: We have reviewed Mr. Clarence Welti's June 30, 2000 letter concerning the slope and embankment along Buckland Road. It was my observation, as we walked this area on June 21, 2000, that rocks much larger than 3 feet were buried on the slope with some cover over them. Mr. Welti's letter indicated that stone up to 24 inches were permitted and that there are a few larger stones — up to 3 feet in dimension placed. I still have reservations concerning the stability of the slope and would ask you to have Mr. Weld comment on the effect of the large size stones (that I observed being placed) on the slopes stability. Vjy truly yours Jer C. az�z tta, P.E. To n Engm er JCl/sfg cc: Mark Carlino, P.E., Town Engineer, Town of Manchester Jeffrey H. Folger, Zoning/Wetlands Enforcement Officer �tOwN SC44 -. Town o-P South ?0&U&&t 9 ` 1540 SULLIVAN AVENUE • .SOUTH WINDSOR, CONN. 06074 �fyosoR-co�'e'w AREA CODE 860/ 644-2511 July 21,2000 Poblocki&Sons LLC Mr.Richard Nattila P.O. Box 1541 Milwaukee, WI 53201-1541 Dear Mr. Nattila: At its July 11, 2000,meeting the Planning and Zoning Commission voted to approve your request for one free standing and two sets of building letters at the Target store, as submitted in your proposal, at 125 Buckland Hills Drive,Manchester, CT. If you have any questions,please call the Planning Department at 644-2511, ext. 253. Sincerely, Walter J. Mealy, Chairman Planning and Zoning Commission WJM/dlw SOUTH WINDSOR, CT - TARGET T 1249 BUILDING IDENTIFICATION 6-0" BULLSEYE 5'-0" LETTERS PARTIAL ELEVATION - BUILDING TYPE P SIGN SPECIFICATIONS SIGN AREA: COLORS : TARGET LETTERS - 145 sq. ft. FACES -ROHM & HAAS#2283 RED BULLSEYE-36 sq. ft. RETURNS -PAINT TO MATCH FACES TOTAL- 181 sq. ft. MOULDINGS -PAINT TO MATCH FACES CONSTRUCTION : ILLUMINATION : ALUMINUM RETURNS &BACKS 15mm CLEAR RED NEON ` FLAT 3116"THICK ACRYLIC FACES NOTE : Transformers are located ALUMINUM MOLDINGS inside letters. (see detail) NOTE : Bullseye is comprised of two pieces; outer ring and inner dot. ELECTRICAL : 120V LETTER DETAIL SOUTH WINDSOR, CT - TARGET T 1249 30" PHARMACY LETTERS PARTIAL ELEVATION 811 I I _ 0 SIGN SPECIFICATIONS SIGN AREA: COLORS : 55.5 sq. ft. FACES -ROHM & HAAS#2283 RED RETURNS -PAINT TO MATCH FACES CONSTRUCTION : TRIMCAP- PAINT TO MATCH FACES ALUMINUM RETURNS & BACKS FLAT 3/16"THICK ACRYLIC FACES ILLUMINATION 1"TRIMCAP RETAINERS 15mm CLEAR RED NEON �r NOTE : Transformers are located inside letters. (see detail) ELECTRICAL : 120V LETTER DETAIL One(1) D/F Monument Sign Entire sign cabinet is alumimum construction with routed out and backed up copy internally illuminated with H/O fluorescent lighting.Only the copy will illuminate. TARGET PANEL Bullseye and"TARGET"letters are #2283 red.White painted aluminum background. Poblocki & SOUS ARCHITECTURAL SIGNAGE LOWES PANEL DESIGN-ENGINEERING-FABRICATION Background painted blue with routed copy backed up with white acrylic. 922 SOUTH 70TH STREET MILWAUKEE,WI 53214 MASONRY STRUCTURE TEL:414-453-4010 Rock face block base painted to match FAX:414-453-3070 building color. NOTICE:The ideas and designs contained in this on inal and unpublished drawing are the property nl-11 H re Poblocki&Sons,Inc.,and may not used or 1 v reproduced in whole or in part w written permission from Poblocki&Sons,,I rout w nc.! CUSTOMER r k'A 4 I A 21-4 II { i & 1 v) o t r LEI ft 21_^ 11 �'t'' ADDRESS 101-0 11 r, 5. Windsor, CT HOME IMPROVEMENT WAREHOUSE b m, CUSTOMER DATE APPROVAL BY REPRESENTATIVE Richard Nattily DRAWNBY Richard Nattily DATE July 7,2000 SCALE 318„_1,-011 ELEVATION END VIEW SHEET DRAWINGNO. pp RECEIVED Tom or aoa= WIMS02 Aug i o 2000 STAFF Si'x,E cumin r SZTE a immmaxon SOUTH WINDSOR PLANNING DEPT• ' GENERAT,t CWrvE ORD$R CMMT PER ON-9 gI3 m e 1 g y-- r Phone No. Add re a sTS qiipkjqne1 lii_11& 0 r . B611th_Win .dm o]!. -CZ Q Q Q 7 4 S ,r'a , tQ Ir-gat(Norh�arn�Hi.7.].aa� P&a 110. ..+ ,I a a OMG;r Target :Cnroorstio phpne bIv.86Q-437-2 ' Cont;r1LCV'Qr, Ugnatllre of CMne e dMijklallate, Signature Qf Deo4an Eng . Dnt�e' =0a; . CHANGE: (Qeaaribe Jocption include Your (4) 'eopiea of plan/profile of Change. ) ! 1 R®asorn fofi Changes (Why ;Lp mange requixed) . _(S E AI J HRO L TT,18) ---- APPRD'V'�ILS� (� Aeg>a3sed) ! Dir, 0f Planning Datei r� . ,Town $ng�Aeex Date R bd D,ir■ of Pgblic Wbrk4 Dates Other: STA C OMMMTP r _/Vor w•rr�. r wi.�.r7rrww•iii .r! ■F +w■r��� White - TgwrL RA�Lftaer Yellow - Applicant Knk - Director of 8iannt g Goldenrod - Engineering Department RECEIVI Ain 10 2000 Fuss&O'Neill Inc. Consulting Engineers 146 Hartford Road,Manchester,CT 0604 - TEL 86o 646-2469 K .30IM1 0 � �;a INTERNET:www.Fa INS Other Offices: West Springfield,Massachusetts Fairfield,Connecticut August 9, 2000 East Providence,Rhode Island Mr. Jerry Iazetta Town Engineer 1540 Sullivan Avenue South Windsor, CT 06074 Re: Target& Lowe's Site Changes Dear Mr. Iazetta, The purpose of this letter is to summarize the changes that have occurred to the Lowe's and Target site plans during construction. This letter is being written in place of filling out the "Change" and "Reason for Change" sections on the Town of South Windsor Staff Site Change form. Access Drive "A" Changes: Between approximately Station 6+50 and 9+50,the northeast curb line of Access Drive "A"has been located as much as two feet to the northeast. This was done to provide enough room to allow an 11 foot wide through lane in each direction and a 10 foot wide turn lane at each entrance to the Lowe's parking lot. Consequently,the striping of the road has been revised to indicate the new lane arrangement and the crown of the road has been adjusted to match the double yellow centerline. The striping has also been revised on the straight portion of the drive from approximately Station 10+50 to 14+25. The Lowe's plan indicated two eastbound lanes striped for right turns and one westbound lane striped for through movements. The Target plans indicate that each curbside lane is for through movements and right turns into either Target or Parcel "T", while the center lane is split between left turns into Target or Parcel "T". The revised striping plan now shows the center lane as being solely for left turns into Target. Later,when Parcel"T"is developed,the roadway will be re-striped to match what is shown on those development plans. In this same area of Access Drive"A",two light poles have been relocated. The Lowe's At plans originally called for two 35' high light poles on the north side of the drive at approximately Station 11+05 and 13+25. These poles have been relocated to the south side of the drive, at the same stations, in order to eliminate visual and wiring conflicts with the light poles associated with the Target development. G:\P96\96481 T 10\jac0804b.wpd Corres.(HQ) Fuss&O'Neill Inc. Consulting Engineers Mr. Jerry Iazetta August 9, 2000 Page 2 Various minor adjustments were made to the slopes,pipe lengths,invert elevations,and top of frame elevations of the sanitary and storm water systems in the access drive. The changes were necessary in order to eliminate conflicts, correct minor errors, and accommodate the future development of Parcel "T". The changes to the sanitary line were approved by the WPCA. Water Line Changes: It was discovered that their was not sufficient pressure in the Connecticut Water Company line in Buckland Road to properly serve the Lowe's building. Therefore,the water service for both sites was redesigned to show a single tap off of the line on the south side of Buckland Hills Drive, leading to a meter pit located partly on Parcel "T" and partly within the Town of Manchester. From there the service runs down the common access drive, towards the Lowe's & Target buildings, with a service stub extending into Parcel "T". In both sites,the locations of the hydrants and connections to the buildings have not changed, simply the path by which they are served has changed. On the Lowe's site,two hydrants that were formerly served by a separate tap off of Buckland Hills Drive have now been incorporated into the new water line. This new water line configuration has been agreed upon by all parties involved, including Connecticut Water Company and the Town of Manchester Water&Sewer Department. Lowe's Site Changes: o Minor adjustments of a few feet have been made to the locations of some light poles. �, - These changes were made in order for poles to line up between parking spaces, rather than be centered on a parking space, and in order to allow more clearance behind curb lines. Along the western side of the building,minor changes were made to the sanitary line in South Windsor, as the line exits the building. These changes were made to accommodate a change in the location of the tap into the sanitary line in Buckland Hills '""' Drive. This change in the tap location also caused sanitary manhole number nine to be shifted south(from the South Windsor into Manchester)and resulting in adjustments to the two pipes which fed into manhole nine. All of these changes were approved by both the WPCA and the Manchester Water& Sewer Department. Along the western face of the building adjustments were also made to the connection of the roof leaders to the storm water system. Along the southern portion of this wall,the adjustments were made as a result of the above mentioned change in the sanitary line. Along the northern portion of this wall, the adjustments were made to show the connections of roof leaders that were previously not shown. G:\P96\96481\L10\jac0804b.wpd Corres.(HQ) 1 ! A0FUSS&O'Neill Inc. Consulting Engineers Mr. Jerry Iazetta August 9, 2000 Page 3 Target Site Changes: The layout of the lighting poles was adjusted to properly match the intended layout for 25 foot high poles. This layout was shown on a presentation board to the Planning & X\ Zoning Commission. However,the layout of the poles on the site plan was not properly updated to show the change from 35 foot high poles (formerly allowed under the regulations) to 25 foot high poles. The size of the sanitary lines leading from the building to the first sanitary manhole have been increased from four inches to six inches. This change was made at the direction of the Town of South Windsor. In the rear of the building, the locations of catch basins 57A, 57B, and 57C were adjusted slightly. This was done to allow for proper construction in this tight corridor between the face of the building and the toe of the rock wall or two to one slope. The retaining wall along Buckland Hills Drive was shifted from being 4.75 feet from the face of curb to being two feet from face of curb. This was done to address the concerns of the Town of Manchester Engineering Department regarding possible encroachment of geogrid into the proposed R.O.W. In addition, a portion of the eastern end of this retaining wall was eliminated in favor of continuing the 1:6 rock wall around that corner. This was done since more rock exists to a higher elevation in this area than was previously anticipated from geotechnical borings that were taken. At the northwest corner of the site, the retaining wall had to be modified to address concerns regarding the global stability of this wall at the top of a 1:1 rip rap slope. The -' adjustments to this retaining wall resulted in various adjustments to the curbing, i drainage, and grading in this vicinity. Six foot high chain link is being added at the top of all retaining walls, 1:6 rock walls, e s and 1:1 rock slopes. This was added out of safety concerns. In addition, chain link fence with privacy slats was added around the trash compactor. This was done to provide proper visual screening. Between the truck dock and the 1:6 rock wall, gravel is being placed approximately 10 to 12 feet in width, leading from the face of curb at the front of the truck dock area to the siamese connection on the face of the building. This is being done at the request of the fire Marshall, who would like assurances that proper support exists to allow a fire truck to gain access to the building's fire suppression system. GAP96\96481\L 10\jac0804b.wpd Corres.(HQ) 1Q0Fuss&O'Neill Inc. Consulting Engineers Mr. Jerry Iazetta August 9, 2000 Page 3 Target Site Changes: G � The layout of the lighting poles was adjusted to properly match the intended layout for 25 foot high poles. This layout was shown on a presentation board to the Planning & Zoning Commission. However,the layout of the poles on the site plan was not properly updated to show the change from 35 foot high poles (formerly allowed under the regulations) to 25 foot high poles. In addition, the light pole shown in the center entrance island was eliminated,due to its redundancy with an adjacent 3 5 foot high pole from the Lowe's site plan(35 foot high poles were approved by P&Z for Lowe's). The size of the sanitary lines leading from the building to the first sanitary manhole have been increased from four inches to six inches. This change was made at the direction of the Town of South Windsor. In the rear of the building, the locations of catch basins 57A, 57B, and 57C were adjusted slightly. This was done to allow for proper construction in this tight corridor between the face of the building and the toe of the rock wall or two to one slope. The retaining wall along Buckland Hills Drive was shifted from being 4.75 feet from the face of curb to being two feet from face of curb. This was done to address the concerns of the Town of Manchester Engineering Department regarding possible encroachment of geogrid into the proposed R.O.W. In addition, a portion of the eastern end of this retaining wall was eliminated in favor of continuing the 1:6 rock wall around that corner. This was done since more rock exists to a higher elevation in this area than was previously anticipated from geotechnical borings that were taken. At the northwest corner of the site, the retaining wall had to be modified to address concerns regarding the global stability of this wall at the top of a 1:1 rip rap slope. The adjustments to this retaining wall resulted in various adjustments to the curbing, drainage, and grading in this vicinity. Six foot high chain link is being added at the top of all retaining walls, 1:6 rock walls, and 1:1 rock slopes. This was added out of safety concerns. In addition, chain link fence with privacy slats was added around the trash compactor. This was done to provide proper visual screening. Between the truck dock and the 1:6 rock wall, gravel is being placed approximately 10 to 12 feet in width, leading from the face of curb at the front of the truck dock area to the siamese connection on the face of the building. This is being done at the request of the fire Marshall, who would like assurances that proper support exists to allow a fire truck to gain access to the building's fire suppression system. G:\P96\96481\L10\jac0804b.wpd Corres.(HQ) 410 FUSS&O'Neill Inc. Consulting Engineers ro Mr. Jerry Iazetta August 9, 2000 Page 4 All of the aforementioned changes will be properly reflected in the forthcoming record drawings. If you require any further information, do not hesitate to contact us. Sincerely, Jay . Gile , . . Senior Vice President /dmp c: Mark Hopkins, Konover Construction Mike Tighe, Konover Construction Don Willenbring, Target Corporation Brent Edmiston, Lowe's Companies, Inc. GAP96\96481\L 10\jac0804b.wpd Corres.(HQ) South Windsor Parks and Grounds aq-,5� Aug. 14, 2000 Four Seasons Landscaping Inc. Mr. Robert St. Jacques 836 Palisado Av. P. O. Box 245 Windsor Connecticut 06096-3856 Re: Target Store South Windsor Plant material size change Dear Bob, In reference to our meeting on site Aug. 10 I don't have a problem with going down one size in caliper, for the tree being planted this fall, from 3-3 '/2 to 2 %2 -to 3. On the fall hazard trees The London Plane, Red Oak and Zelkova I would hold off and plant them in the spring of 2001. 1 hope you can locate the same size the original landscape plan calls for with the spring planting. If you have any questions please call me at (860) 648-6366 Sincerely, Karl E. Reichle Superintendent of Parks and Grounds Cc. Marcia Banach Michael Gantick P.E. Steve Lavigueur Taking Care of South Windsor's Growing Needs STOREFRONT FASCIA STOREFRONT FASCIA A o � H GTO WIRE THRU 3730 GTO SLEEVING GTO WIRE THRU 3730 GTO SLEEVING o q EC5W ELECTROBIT CAP EC5W ELECTROBIT CAP H Q ' rn� 3/16"PLEXI FACE (#2108 GREEN) 3/16"PLEXI FACE(BLACK/WHITE) a NEON TUBE ILLUMINATION(GREEN) NEON TUBE ILLUMINATION(WHITE) 71 5"DEEP,068 ALUM.RETURN(#855C GREEN) 71 5"DEEP.063 ALUM.RETURN(BLACK) HI VOLT CONNECTOR HI VOLT CONNECTOR c m 1/4"BOLT THRU WALL 1/4"BOLT THRU WALL w +-------+ 03 +-------+ G.T.O.WIRE THRU i/a"GREENFIELD G.T.O.WIRE THRU 1/a"GREENFIELD + + A A 1"TRIM CAP(#355C GREEN) ' 1"TRIM CAP(BLACK) wP REMOTE TRANSFORMER IN METAL BOX REMOTE TRANSFORMER IN METAL B/ 1 $ 1 OX 9h CG }� CC ESE Q O GATEWAY LETTER SECTION "COUNTRY' LETTER SECTION H STOREFRONT FASCIA + 44 V4"THRU BOLT TYPICAL AS REQUIRED E WHITE PLEXI FACE WITH BLACK - VINYL GRAPHICS APPLIED HO LAMP ILLUMINATION W g Qag SIGN HINGES FOR SERVICE a..9 BALLAST (120V) tj G& 11/2"ALUM RETAINER(BLACK) - zil EXTRUDED SIGN CABINET(BLACK) , LOGO BOX SIGN SECTION � 0 cn n? ZND zb � oa �d r 1 � aA f REV.# 1 DATE: 9/Bh2000 BY:KF DR1V DATE 6.D.#5 GATEWAY COUNTRY ALTO SIGN REV# 2 DATE: I BY:KE 8-17-2000 OPTION#1 INGORPORATIED BUCKLAND ROAD MONS;MLSM4-1724 FAX,(215)723-9= MANCBESTER,CT. SALESMAN DRAlliN BY WWWALTOs1GN.COM ALTOMffOAOLCOM DM K.IC AUG.29.2000 3:35PM FUSS O'NEILL N0.200_.._.. P.1 T Post-6tW Fax Note �{ 7671 Date pa6s► �.r n To a e, 41-.04 From � E . PROJECT: hr&wl P31 trsrWe TOWN OF SOUTH w coDept.�.�, c4 hLa STREET: BOND ESTIMATE 1 phone# � Phone# F&Z LID.: f 1999 CALENDAR' Fax# � � 1 # ENGINEER: 4a p,Ir Irk. fl- 3 Fax t W- 67 DATE: O'�QQQ Bond Bond Reduction Reduction j Oascri titan tU2 auga L w price Nc►. 1 No. 2 1. Clearing&Grubbing LS i 2. Strip&Stockpile Topsoil CY 2.00 Earth Excavation (Excluding Roadway& i 31 Trench) CY 10,00 4. Roadway Excavation CY 12,00 S. Earth Trench Exc, 0-4 CY 10.00 s. Earth Trench Exc,0-10 CY 12.00 r I}i 7. Earth Trench Exc, 0-15 CY 16.00 B. Earth Trench Exc.0-20 CY 18.00 {, 9. Roadway Exc. (Rock) CY 50.00 t' 1, 10. Rock Trench Exc.0-4 CY 50.00 11, Rock Trench Exc.0-10 CY 76.00 I 12. Rock Trench Exc,0-15 CY 100.00 13. Rock Trench Exc. 0-20 CY 160,00 {i 14. Formation of Subgrade SY 1.60 Is. Subbase Gravel CY 20.00 16. Processed Aggregate TONS 18.00 17. Common Borrow CY 10.00 f 18. Gravel Barrow GY 15.00 Bit, Concrete 19. (Glass I) TONS 50.00 a ' Bit. Concrete 20. (Class II) TONS N3 55.00 varies Sub-Total $ i , I;J� Page 1 of 6 AUG.39.2000 3:35PM FUSS O'NEI.LL N0.200 P.2 T a Bond Bond Reduction Reduction lts'm jh± QLir 1 XPricot � 21. 6"Asphalt Lip Curbing LF 3.00 22. Road Widening Complete SY 50,00 23. IConc Sidewalk 4'Wide ILr (7a.aa oil D STORM DRAINAGE.5YaJFItti QQJEONN-TS I 24. 80"RCP Class IV In Place LF 130.00 25. 54" RCS' Class IV In Place LF 100,00 26. 48"RCP Class 1V In Place LF 75.00 27. 42" RCP Class IV In Place LF 65.00 28. 36"RCP Class IV In Place LF 60,00 _ i 28. 30`° RCP Class IV In Place LF 50.00 30. 24"RCP Class IV In Place LF 42.00 81: 18"RCP Class IV in Place LF 35.00 32, 15"RCP Class IV In Place 30.00 33. I '�i YE3-HYI ENE PIPE, I 34. 8"ADS-N-12 or Equal 21,00 35. 10"ADS-N-12 or Equal 22.50 36. 12"ADS-N-12 or Equal 24.00 87. 15"ADS-N-12 or Equal 25.50 38. 18"ADS-N-12 or Equal 28.00 Sub-Total$ 1'6 Page 2 of 6 AUG.29.2000 3:96PM FUSS & O'NEILL NO.200 P.3 Bond Bond Reduction Reduction It Gn D�?scri tR lon !t ! U[1 E # ND-1 Nn 2 .UNMRIDRAINS 35. 6"PVC 8DR 35 In Mace LF 15.00 40. 8"PVC SDR 35 Ire Place LF 20.00 h1PRAP �I 41. Modified Riprap CY 45,00 42, Intermediate Riprap CY 45.00 43. Standard Riprap CY 45,00 DRAINAGE ST13UQTURM i 44. Type"C"Catch Basin EA 1500.00 45. Type"G" Double Grate EA 2000.00 46. Type"C-L"Catch Basin EA 1500.00 f 47. Manhole EA 1500.00 48. Manhole wt Drop Inlet EA 2600.00 � . 49. Manhole Over Ten Peet EA 2000.00 50. Headwall EA 61. Endwali EA 52. Boa:Culvert LF 53, 15" Flared End EA 450.00 54. 18" Flared End E 500.00 55. 24" Flared End EA 550.00 66, 36" Flared End IEA L 850.00 Sub-Total $ i l Page 3 of 6 AUr.29.2000 3:36PM FUSS & O'NEILL NO.200 P.4 Bond Band 5' I y • Reduction Reduction ]tom. � S Quantity Unit Pricy 41 Nc�. 1 0. 2 57. Detention Outlet Structure EA 2500.00 I 10'Wide caravel Awes I 5$, Road LF moo i 59. Reset M,H. or C.B. EA 550.00 60. i ` I SANITARY S VES COMPONENTS 61. 12"PVC In Place SOR 35 LF 40.00 i I 62. 10"PVC In Place SI R 35 I-F 37.00 I 63. 8" PVC In Place $DR 35 LF 35.00 64. 16" PVC In Place SDR 35 LF 30.00 i i SANIJ6RY 9E&ER 65. Sanitary Manhole EA 1,500.00 Sanitary Manhole w/Drop e6, Inlet EA 2,600.00 Sanitary Manhole over 10 67. FT, 2,000.00 i I 68. S0. TRUC RES-& MISC-ITEMB 50D 70. Retaining Wall iF d (� TO W 71. Fence(Type: LF �P * qq: Gulde Rail 72. LF Sub-Total $ 15) �q Page 4 of 6, AUG.29.2000 3:37PM FUSS & O'NEILL N0.200 P.5 Bond Bond Reduction Reduction i Item Desc�__-_rintio_n tik Quantity Um Price No•-1. No-2 s Fnd Anchorage 73. (Type:-- ) EA . guide Post EA 100,00 7 i 76. Pavement Marking LF } IM 1:a0 76. Street Signs BA 75.00 77. Traffic signs EA D 75.00 78. Street lights EA 1,000.00 79. Fumishtiing/Placing Topsoil 2.60 Fertllizing, Seeding and S0, Mulching SY 2.50 81. Trees EA 150100 ;! Maintenance/Protection of i 82. Traffic LS 83. construction Staking. LS �150t� ;i 8$, As-Builts Ls , 0 8 Irian Pins EA 100.00 T w L��u 1000 oov 86, Concpete�IanuMenlo EA 87. Driveway-Bit. Conc, SY 20.00 88. bGm er r"r,cda. we L.5 &;I O o ;LO0 i 90, *varies ' Sub-Total Page 5 of 6 pUG.29.2000 3c37PM FUSS & O'NE?LL NQ.2�1® P. e i i Original d=stlmate Sand Reduction#1 Bond Reducftn#2 5tjb=i otal I,age 1 $ 1 I Sub-Total Page 2 i Sub-Total Page Sub-Total Page Sub-Total Page 5 Wes, 3 I Sub-Total 31403 , i 250/0 Contingencies x Sub-Total: $ _ — �'-- 3q_3147�j TOTAL - - standard formsl bandslbond estimate form Page 6 of 5 cr.eeee y:ettH"1 h U55 & W NL1LL N0.607 P.2 PROJECT: y er» *11f I[CYa,(fe) TOWN OF SOUTH WINDSOR STREET: BOND ESTIMATE FORM PgZ LID.: 1999 CALENDAR YEAR ENGINEER:FtASS `Neill xnc. DATE: - Bond Bond E Reduction Reduction 11�m• �B slnit ou0ntity I�Zg)t Prices �t No_ 1 1�2 ? 1. Clearing&Grubbing LS 2. Strip&Stockpile Topsoil CY 2.00 Earth Excavation (Excluding Roadway& 3• Trench) CY 10,00 4. Roadway Excavation CY 12.00 1 5, Earth Trench Exc.0-4 CY 10.00 Ij 6, Earth Trench Exc.0-10 CY 12.00 l� 7, Earth Trench Exc.0-15 CY 15.00 8. Earth Trench Exc. 0-20 CY 18.00 g. Roadway Exc. (Rock) CY 50.00 10. Rock Trench Exc.0-4 CY 60.00 11. Rock Trench Exc.0-10 CY 75.00 r12. Rock Trench Exc.0-15 CY 100,00 13. Rock Trench Exc,0-20 CY 150.00 14. Formation of Subgrade SY 1.50 15. Subbase Gravel CY 20.00 16. Processed Aggregate TONS 18,00 17, Common Morrow CY 10,00 1 g, Gravel Borrow CY 15.00 _Bit.Concrete 19. (Class 1) TONS 50.00 Bit.Concrete 20. (Class 11) TONS 55.00 � 'varies Sub Total$ Page 1 of a y:28RN FUSS & O'NEILL N0.607 P.3 Bond Bond Reduction Reduction j� �ascr tion .iln'tt antit�c Unit Prig � �',- �2 21. 6"Asphalt Up Curbing LF 3.00 22, Road Widening Complete` SY 50.00 23. Conc Sidewalk 4'Wide ILF 30.00 STORM nQeiNnt�F SYSLEM COMPONENT 24. - 60"RCP Class IV In Place LF 130.00 25. 54"RCP Class IV In Place LF 100.00 26, 48"RCP Class IV In Place LF 75.00 27. 42"RCP Class IV In Place LF 65.00 28. 36"RCP Class IV In Place LF 60.00 29. 30"RCP Class IV in Place LF 50.00 30. 24"RCP Class IV In Place LF 42.00 31. 18" RCP Class 1V In Place LF 35.00 82. 15"RCP Class IV In Place 30.00 33. 34 88"ADS-N-12 or Equal . 21.00 35. 10"AIDS-N-12 or Equal z2,50 36. 12"ADS-NA2 or Equal 24.00 37. 15"ADS-N-12 ar Equal 25.50 38. 18"ADS-N-12 or Equal 28.00 Sub Total 3 Page 2 of 6 StN.�r.�aee 9:EBRM FUSS & O'NEILL N0.607 P.4 Bond Bond . Reduction Reduction Item >�l11t ntltX Unjt Price S9�S NDa I 2 UNDFRDRAINa 3g, 6"PVC SDR 35 In Place LF 15.00 40. 8"PVC SD 35 In Place LF 20.00 EIPRA'_ 41. Modified Riprap CY 45.00 42, Intermediate Riprap CY 45.00 43. Standard Riprap ICY 1 1 45,00 I 44. Type"C"Catch Basin EA 1500.00 45. Type"C"Double Grate EA 2000.00 46. Type"C-L"Catch Basin EA 1500.00 47. Manhole EA 1500,00 48, Manhole w/Drop Inlet EA 2600.00 49. Manhole Over Ten Feet EA 2000.00 50, Headwall EA 51. Endwall EA 52. Box Culvert LF i 53. 15"Flared End EA 450.00 54. 18"Flared End EA 500,00 55. 24" Flared End EA 550.00 56. 36"Flared End EA 850.00 Sub-Total S I Page 3 of 6 - —SEP.27.2000 9:28AM FUSS & O'NEILL N0.607 P.5 Bond Bond Reduction Reduction 1= Una Qua unit Rrice 57. Detention Outlet Structure EA 2500.00 10-Wide Gravel Access 58. Road LF 15.00 69. Reset M.H.or C.B. EA 590.00 60. COMPONEUM 61. 12"PVC In Place SDR 35 LF 40.00 i I 62. 10"PVC In Place SDR 35 LF 37.00 63. 8"PVC in Place SDR 35 LF 35.00 _ 64. 115"PVC In Place SOR 35 LF 30.00 65. Sanitary Manhole EA 1,500.00 Sanitary Manhole w/Drop 66. Inlet EA 2,500.00 Sanitary Manhole over 10 . 2,000.00 67. FT 68. 69. 70. Retaining Wall LF " 71. Fence(Type:Sdvcka ( LF 300 Guide Rail 72. (Type: ;Aber t_F 00 Sub-Total$ 141600 Page 4 of 6 SEP.27.2000 9:29AM FUSS & O'NEILL N0.607 P.6 t Bond Bond Reduction Reduction Item a cri tR ion lJng Saue t4 _Unit Price C17AI NP-1 End Anchorage j 73. (Type. i EA 74. Guide Past EA 100.00 , 5 i 75. Pavement Marking LF 1.50 �a 76. Street Signs EA 75.00 77. Traffic signs EA 75.00 ' 78, Street Lights EA 1,000.00 ; S 79, Furnishing/Placing Topsoil 0 sa' 2.50 6 Fertilizing,Seeding and ' 80, Mulching SY 2.50 81. Trees EA 150.00 i Maintenance/Protection of I 82, Traffic LS j 83, Construction Staking. LS 00 84. As-Built$ LS too 85. Iron Pins FA 100.00 � W t�o00 86. Concrete Monuments EA 87. Driveway-Bit.COnC. SY 20.00 ��GR ., . ✓ ag. Dlan� s�e� n�lp u.e t 5 i ► ao o A I aoo 89. 90. *varies �1 Sub-Total$_`f o Page 5 of 6 SEP.27.2000 9:29AM FUSS & O'NEILL N0.607 P.7 Original Estimate Bond Reduction#1 Bond Reduction#2 Sub-Total Page 1 Sub-Total Page 2 $ $ $ Sub-Total Page 3 $ Q $ $ Sub-Total Page 4 Sub-Total Page 5 $, 4,Ua O $ $ Sub-Total $ 4 WO $ $ j 25%Contingencies x Sub-Total: $� $ TOTAL $ 3 $ $ standard forms/bonds/bond estimate form Page 6 of 6 wANA\ jr~ nVI IVVCI Construction Corporation September 28, 2000 Jerry Iazetta Town Engineer Town of South Windsor 1540 Sullivan Avenue South Windsor, Connecticut 06074 Re: Target Store, South Windsor, Connecticut Site Work Cash Security Dear Mr. Iazetta: Konover Construction Corporation is the general contractor on the above project. We are in receipt of the enclosed Bond Estimate Form dated September 27, 2000 requiring that Konover post cash security in the amount of Twenty-Three Thousand Three Hundred Fifty and 00/100 Dollars ($23,350.00) to ensure the completion of the listed incomplete items of work. Pursuant to the procedures set forth in your letter to Konover dated August 21, 2000,we are enclosing a check in the amount of Twenty-Three Thousand Three Hundred Fifty and 00/100 Dollars ($23,350.00)made payable to the Town of South Windsor. The check proceeds are to be held in escrow pending Konover's completion of the specific items on the Bond Estimate Form. It is our understanding that the enclosed check will trigger the issuance of a Certificate of Occupancy for the above project. That certificate is needed for the store's opening no later than the morning of October 1, 2000, We are also enclosing a completed W-9 form. Konover will notify the Town inspector to confirm that the items have been completed satisfactory to the Town of South Windsor. At that time, it is our understanding that your office will request the Finance Department to release the monies from escrow,plus accrued interest, on the following Friday. Mailing Address:P.O.Box 4052,Farmington,CT 06034-4052 Business Office: 16 Munson Road,Farmington,CT 06032 Phone:860.284.7110 Fax:860.284.1174 www.konoverconstruction.com Connecticut ♦ Maryland ♦ Florida Jerry Iazetta September 28, 2000 Page 2 If you have any questions or concerns,please feel free to contact me. Very t y s, obe G. unn KONOVER CONSTRUCTION CORPORATION Counsel RGD/smm Enclosures CC: Dan Willenbring, Target Corporation(via facsimile) Eric Brown Mike Tighe Mark Hopkins FABobd\Projects\Target Windsor store\iazettaAr.doc vAno%om /Afil� F%%J1 IVVIM Construction Corporation September 29, 2000 Mr. Jeffrey H. ,Folge �f FAX., 860-644-3781 Town of South Vvindsar' 1540 Sullivan Avenue South Windsor, CT 06074 RE: Target Store T-1249 (B99-030-01) South Windsor, CT Dear Mr. Folger, This letter is to confirm your conversation with Mike Tighe that occurred earlier this week. As agreed, Konover Construction is to review the status of all landscaping for this project in the spring of 2001. Konover Construction is committed to perform any outstanding landscaping, or restore the necessary landscaping, in order to comply with the plans and specifications. At that time, any erosion and sediment control measures will be removed in established areas. Presently, bonds for landscaping and erosion control are in place with the Town. These bonds are to remain in place until all landscaping and erosion matters are in compliance. If you have any questions related to this matter, please fell free to call Mike Tighe or me at your earliest convenience Sinc el ar H E, KONOVER CONSTRUCTION CORPORATION Project Manager cc: Mike Tighe Bob Smedley File K;199030kcorrrn isc,Misr.008,rgw Mailing Address:P.O.Box 4052,Farmington,CT 06034.4052 Business Office: 16 Munson load,Farmington,CT 06032 Phons:860.284,7110 Fax;860,284.1174 www.Ponoverconsiruction.com ConnediciN 4 Maryland 0 Rorlda £0'd 1U101 M Ohio' $��'VlDG'S �r�+rsump A � �ue,co�„ oboes Tel:(eso)$4646M tax(M)646* 9 email:jwomp@ed,e n Septernber 2S,2000 Fay(NO)64447M Planning Dept Michelle Upe Tpwtr of S Wlr►dsor 1737 Main St South Windsor,Ct 06014 Re:Ta Met FadW Site Lighting;a section of Northern Hills II Final Development. Dear Ms type: We provided design services to Fuss & O'Nea for the subject development The site wing performance was elec hu Iic ally prepared by Cooper Light m and was submitted to the Town_ The Plans were approved and were used as the basis for construction. We inspected the site lighting#cloy and found the con ruction to be in confomrance with the approved plans.The as4buk light pole locaons&sizes are wed as shown In the Fuss&OWNH site plan provided to the Town. The design intention was to mirwrrize,the spillage&glare due to the site lighting. 4R Ve found that there does not appear to be objectionable glare or spill fighting. If you wish to dimm the site 1gt in9 please 9we us a call SMcaraly, r JOC jak Cc James Certaonowiez,Fuss&O'Neill £0'd 68ZLbb9 O1 'HONU*'OOSSU 2 1HS18M NUa WONA 60:1I 000Zi01i0I APPLICATION FOR PERMANENT SIGN PERMIT Zoning Approval: Est. Cost: $ Od Ref. _ _ No. Permit Fee: $ 3+ ; Final Inspections: Approved: Building _ Electric # _ Zoning _ Applicant Name Any- Address 6 9L Phone Z ' Location of Sign Zone Sign Size (square feet) U ' Sign Height # of signs on site: / Free-standing Wall TYPE of SIGN: all or❑ Free-standing lew or❑ Replacement Illuminated? es ❑ No Description of sign materials and lighting: ATTACH / DIAGRAM OF A C,e An 1 SIGN INCLUDING DIMENSIONS 1 have read, understand and agree to abide tly the South Windsor Zoning Regulations, Signs SIGNATURE Date �`r Sep-29-2000 05:01pm From-NIXON PEABODY LLP 6173451300 T-323 P-002/010 F-150 ROD NIXON PEABODY LLP ATTORNEYS AT LAW 101 Federal Street Boston,MA 02110-1832 (617)345-1000 Fax: (617)345-1300 Allen A. Lynch,II Direct Dial: (617)345-1235 E-Mail: alynch@nixonpeabody.com September 29,2000 VIA FA,CSYMILE Mr.Jerry Iazzetta,Town Engineer Town Hall 1540 Sullivan Avenue: South Windsor, CT 06074-2786 Re: Target Development Dear Mr. lazzetta: This Firm represents Target Corporation("Target')with respect to its development in Manchester and South Windsor. I understand that there is certain work(defined below)that may not be completed prior to the issuance of the Certificate of Occupancy and the store opening. I further understand that the Town of South Windsor(the"Town')is requiring Target's contractor to post a bond in the amount of$23,350 as security for the completion of this work,and that you have requested Target to agree that, if the work is not timely completed,the Town of South Windsor would have a right to enter Target's property to cause the work to be completed. Accordingly,Target hereby agrees that the items(collectively the"Work')set forth in the Town of South Windsor Bond Estimate Form, dated September 27,2000 and attached hereto as Exhibit A,will be completed on or before December 1, 2000, If any of the Work is not satisfactorily completed on or before December 1, 2000,the Town shall provide notice to Target and Target shall thereupon have ten(10)days from receipt of such notice to cure any Work which the Town alleges is incomplete or defective. �.F 7 �5:t o,eX 5 sr�u. �/oT Gom�t� ro 77Ar 723 &W s ThE- 5,O'141' /© �460eU-s . -7- 711E ALA ANN,NY-ItOSTON,MA-Su FFAI.O,NY-CAT3N!I I Y.NY-nAtM ORD.CT-MAN CrIE3TCR,Nn•M,,PAN,VA-Ntw YURri NY-FROV IDENCE. RI-ROCm E.,*M.NY-w^SIIIN(;IUN,UC NIXON PEABODY LLP ATTORNEYS AT LAW 101 Federal Street Boston, MA 02110-1832 (617)345-1000 Fax: (617) 345-1300 Allen A. Lynch, II Direct Dial: (617)345-1235 E-Mail: alynch@nixonpeabody.com November 14, 2000 BY OVERNIGHT MAIL Mr. Jerry Iazzetta, Town Engineer Town Hall 1540 Sullivan Avenue South Windsor, CT 06074-2786 Re: Target Development Dear Mr. Iazzetta: This Firm represents Target Corporation("Target") with respect to its development in Manchester and South Windsor. I understand that there is certain work(defined below)that may not be completed prior to the issuance of the Certificate of Occupancy and the store opening. I further understand that the Town of South Windsor(the"Town") is requiring Target's contractor to post a bond in the amount of$23,350 (the"Bond") as security for the completion of this work, and that you have requested Target to agree that, if the work is not timely completed, the Town of South Windsor would have a right to enter Target's property to cause the work to be completed. Accordingly, Target hereby agrees that the items (collectively the "Work") set forth in the Town of South Windsor Bond Estimate Form, dated September 27, 2000 and attached hereto as Exhibit A, will be completed on or before December 31, 2000. Target shall notify the Town upon completion of the work, whereupon the Town will promptly inspect the Work. If the Work has been completed in a good and workmanlike manner,the Town agrees that the Bond may be canceled and the Town shall have no recourse thereto and no further rights to enter Target's property pursuant to this letter agreement. If any of the Work is not satisfactorily completed on or before December 31, 2000, the Town shall provide notice to Target and Target shall thereupon have ten(10) days from receipt of such notice to cure any Work which the Town alleges is incomplete or defective. If the work is still not completed to the Town's satisfaction after the said 10 day period, Target hereby agrees that the Town shall have the right to draw on the said bond and/or enter Target's ALBANY,NY•BOSTON,MA•BUFFALO,NY•GARDEN CITY,NY•HARTFORD,CT•MANCHESTER,NH•MdEAN,VA•NEW YORK,NY•PROVIDENCE,RI•ROCHESTER,NY•WASHINGTON,DC NIXON PEABODY LLP Mr. Jerry Iazzetta, Town Engineer November 14, 2000 Page 2 property to cause such work to be completed. The undersigned has been authorized by Target to enter into this Agreement on behalf of Target. Please have this letter countersigned in this regard. Should you have any questions, please contact me. TARGET CORPORATION By: its attorneys,Nixon Peabody LLP By: Allen A. Ly h, II, Partner ACKNOWLEDGED AND AGREED: Town of South Windsor O C By: �d Name: Title: al�1 Q�� , duly authorized AAL/llf cc: Dan Willenbring (w/enc.) Mark Hopkins, Konover Construction(w/encl.) Amy L. Platt,Esq. (w/o enc.) B421242.3 Sep-20-2000 05:01pm From-NIXON PEABODY LLP 6173451300 T-323' P.003/010 F-150 NIXON PEABODY LLP Mr.Jerry Iazzetta, Town Engineer September 29,2000 Page 2 to draw on the said bond and/or enter Target's property to cause such work to be completed. lease have this letter countersigned in this regard. Should you have any questions,please cony: t nne. TARGET CORPORATION /1g5 g� {�vT#off/ZED fay 8y: its attorneys,Nixon Peabody LLP J,#�,a-r S TM5 By: o�v "1�� Allen A. Lynch,II, ACKNOWLEDGED AND AGREED: Town of South Windsor By: Name: Title:_ , duly authorized A.AL/llf cc: Dan Willenbruig(w/enc.) Amy L. Platt,Esq. (w/o enc.) B03421242.1 Sep-29-2000 05:01pm From-NIXON PEABODY LLP 6173451300 T-323 P.002/010 F-150 I NIXON PEABODY LLP ATTORNEYS AT LAW 101 Federal Street Boston,MA 02110-1832 (617)345.1000 Fax: (617)345-1300 Men A.Lynch,II Direct Dial: (617)345-1235 E-Mail: alynch@nixonpeabody.corn September 29,2000 VIA FACSIMILE Mr.Jerry Iazzetta,Town Engineer Town Hall 1540 Sullivan Avenue: South'Windsor, CT 06074-2786 Re: TLet Development Dear Mr.Iazzetta: This Firm represents Target Corporation("Target')with respect to its development in Manchester and Soutb Windsor. I understand that there is certain work(defined below)that may not be completed prior to the issuance of the Certificate of Occupancy and the store opening. I ftrd r understand that the Town of South Windsor(the"Town')is requiring Target's contractor to post a bond in the amount of$23,350 as security for the completion of this work,and that you have requested Target to agree that,if the work is not timely completed,the Town of South Windsor would have a right to enter Target's property to cause the work to be completed Accordingly,Target hereby agrees that the items(collectively the"Work'l set forth in the Town of South Windsor Bond Estimate Form, dated September 27,2000 and attached hereto as Exhibit A,will be completed on or before December 1,2000. it If any of the Work is not satisfactorily completed on or before December 1,2000,the Town shall provide notice to Target and Target shall thereupon have ten(10)da om receipt 01 of such notice to cure:any Work which the Town alleges is incomplete or de ivP die a s j, Al9ANY,NY•0051TON.MA•9Lrff ALO.NY-C.AAWN CI i Y.NY•nAiM ORD,CT•MANCHESTLR.N.•M-►AN,VA•NtIN YUKK NY•PROVIDENCE.91•1k0CNEiTfk.NV•VWAM 11NC IUN•OL Sep-29-2000 05:01pm From-NIXON PEABODY LLP 6173451300 T-323 P.003/010 F-150 NIXON PEABODY LLP Mr.Jerry Iazzetta,Town Engineer September 29,2000 Page 2 o draw on the said bond and/or enter Target's property to cause such work to be co ted. Please have this letter countersigned in this regard. Should you have any questions,pl a coma uae. TARGET CORPORATION u u '` By: its attorneys,Nixon Peabody LLP w w By: e �` Allen A. Lynch,A,Mmer T ACKNOWLEDGED AND AGREED: Town of South Windsor By: Name: . Title: .duly authorized AAL/llf cc: Dan Willenbring(w/enc.) Amy L. Platt,),"sq. (w/o enc.) H09421242.1 Sep-20-2000 05:00pm From-NIXON PEABODY LLP 6173451300 T-323 P.001 F-150 viixun reamay LLP Attorneys at Law PRIVILEGE AND CONFIDIINTIALITY NOTICE The information in this fax is intended for the named 101 Federal Street recipients only.It contains privileged and confidential matter. Boston,MA 02110-1832 If you have received this fax in error, please notify us (617)3•t5-1000 immediately by a collect telephone call to(617)345-1000 and return the original to the sender by mail. We will reimburse Fax: (6171345-1300 you for postage. Do not disclose the contents to anyone_ 'Thant:you_ FAX To; Company Fax#: Telephone#: 1) Mr.Jerry Yauetta,Town 860-644-7280 860-644-2511 Engineer 2) 3) 4) 5) INTEWAXIONAEPRME NUMBERS MUST E CO bt CITy CODE, SEE LOCAL A ES DES NE From: Allen A.Lynch,lI Irate: September W,2000 No,of pages: T_ Comments: (including this page) y Original of the transmitted document will be sent by: D First Crass Mail 4 Ovemight Maul D Hand Delivery 0 This transmission will be the only form of delivery ofims document IF YOU]DO NOT RECEIVE ALL OF THESE PAGES,PLEASE CONTACT THE FAX OPERATOR AS SOON AS POSSIBLE AT: (617)345-1246. THANK YOU. CONF11WA.TION: DATE SENT` T1ME BY INTEROFFICE TO: Q Albany D Boston D Buffalo D garden City q Hartford D Manche ster ❑Now York City 0 Providence D Roehestor d Washington To: Company Fax##; Telephone#: 1) Mr.Jerry Iazzetta,Town 860-644-7280 860.644-2511 Engineer 2) 3) 4) 5) MTERNATTMEPHONE RMURS MUST INCLUDE CO by CITY COOK SEEL IETE PA(-3M FOR CODEPT90DOED. From: Allen A.Lynch,11 Date: September 2000 No.of Pages: Client/ (including this page) Marter: 731201-8 ser#: 7317 Kit; 123 )Disbursement Amount; 45 101REM TOWN OF SOUTH WINDSOR MAY 0 9 2001 STAFF SITE CHANGE FOR SITE & SUBDIVISION SOUTH WINDS©R PLANNING DEPT, GENERAL: CHANGE ORDER CONTACT PERSON Richard S. Lawrence phone No. 643-2161 Address 1075 Tolland Turnpike, Manchester, CT 06040 Site Name 124 Commerce Way P&Z No. Owner Windsor Steel Corporation Phone No. 289-1529 Contractor W.J. Mountford Co. Signature of Owner b a Date: `5 0 Signature of Design gr. Date: , CHANGE: (Describe location and nature of change. Include Four (4 ) copies of plan/profile of Change. ) Eliminate mowing strip shown on Planting Plan L-.1. Reason for Change: (Why is change required) At time of submission to P&Z architectural drawings had not been developed fully and landscape architect assumed the building would not have gutters. Entire building will have gutters and downspouts, thus eliminating the need for the mowing/drip strip around perimeter. APPROVALS: (As Required) Dir. Of Planning Date: Jo Town Engineer _ Date: /O/4 Dir. of Public Wol6c Date: Other: Date: STAFF COMMENTS: White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department Dec 21 01 11:38a FUSS & O 'NEILL 8606496883 p. 2 Fuss&O'Neill Inc. Cn,rs•u/ri,rg Engineers 146 Hartford Road,Manchester,CT 06040-5921 J TEL sso 646-2469 Fax 86o 643-6313 INTERNET:%Ywfussandoneill.com omen ar.ces: West Springfield,Massachusetts Trumbull,Connecticut Providence,Rhode Island July 19,2001 Ms. Michelle Lipe Planning Department Town of South Windsor 1540 Sullivan Avenue South Windsor, CT, 06074 Re: Northern Hills Re-Subdivision(99-87P) Release of Bond Dear Ms.Lipe, This letter is to certify that all of the work bonded for the above referenced project has been completed. All of the iron pins,concrete monuments,and town line monuments accounted for in the bond estimate have been properly installed. Therefore, we respectfully request that this bond, in the amount of$8,375 (according to the estimate we submitted), be released. We also kindly ask that you return the passbook to Jay Giles along with the Town of South Windsor's authorization for the Savings Bank of Manchester to remove Matthew Galligan, General Manager,from the account. Sincerely, Lawrence R. Geissler,Jr.,L.S. Chief of Survey/Associate G:1P961964811A 119461jac071801 a.wpd Corres.(HQ) h�- February 19, 2002 John Ruggerio Job Site, 95/105 Buckland Hills Drive RE: Certificates of Occupancy at addresses listed above. This to inform you that several items must be addressed prior to the Town of South Windsor approving your request for certificates of occupancy for the project located at the addresses listed above. Please see the attached as built plan with requested additional information. Please see the comments by the planning department listed on the site compliance checklist. We will have to discuss any documentation you may have of the construction of the site utilities and improvements so that the engineering department can complete its records. Edward K. Beale Engineering Assistant Cc: Jeffrey Doolittle, P.E., Town Engineer taw N aF� t� y ~ Zwn 0-le slatdA V&U/&),t o � 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 ��Osoa coN�� TELEPHONE (860) 644-2511 April 8,2002 Design Professionals,Inc. 165 South Satellite Road South Windsor,CT 06074 Attn: Karen Isherwood RE: Shady Brook SRD—Approval to Connect Strong Road South Windsor,CT Dear Ms.Isherwood: The South Windsor Water Pollution Control Authority,at its.regular meeting of April 2,2002,gave approval for the connection to the Town's sewerage system of a Senior Residential Development at Strong Road, South Windsor, CT,as more specifically shown on plans entitled"Topographic Map"prepared by Design Professionals,Project No. 98-1123, dated 10-7-98,with revisions dated 10-29-98, 11-17-98, 12-9- 98, 1-8-99,2-12-99 and subject to the following conditions: 1. Technical approval of the Town Engineering Department. 2. Final Authority approval and acceptance of the sanitary sewerage connection will be given once The sewer line has been installed and inspected by the Town staff,and based upon the written Verification of the Town staff that said sanitary sewer line was installed in substantial conformance with the design plans previously approved by the Authority,and meeting all Town regulations and appropriate technical specifications relating to sanitary sewer construction. This approval letter must be superimposed on the final approval plans. Very truly yours, Jklnes J. Carino,Chairman Water Pollution Control Authority JJC/dd Cc: Matthew Galligan,Town Manager Michael J. Gantick,Director of Public Works Jeff Doolittle,Town Engineer / Marcia Banach,Director of Planning John Collins,Chief Building Inspector B&M Enterprises a u Z ti 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 �OSOR.Co TELEPHONE (860) 644-2511 May 16, 2002 Northern Hills, LLC c/o John Finguerra 1109 Rose Lane Virginia Beach, VA 23451 Dear Mr. Finguerra: Re: Appl #99-58, Northern Hills - Target The Planning and Zoning Commission is holding the following Letters of Credit: Projects Bank Amount 0.,' ^ � Expiration / 5, Target WSC $10,000 7/27/02 Target WSC $25,000 7/27/02 In accordance with our policy for accepting Letters of Credit in lieu of surety bonds, we must have an amendment to each expiring Letter of Credit well in advance, extending the term for a one-year period from the expiration date. Will.you please forward us the amendment promptly. Very truly yours, Michele R. Lipe, AICP Assistant Director of Planning MRL/kah COgN Sfq� -0-alin ole S11OU44 C � 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074-2786 kf a�C AREA CODE 860/644-2511,EXTENSION 279 so -CO FAX 860/644-3781 BARRY D. GULIANO Town Attorney CERTIFIED, RETURN RECEIPT REQUESTED RECEIVED May 28, 2002 MAY 3 0 2002 SOUTH WINDSOR PLANNING DEPT, Target Corporation Risk Management Attention Carla G. French Risk Management Specialist 1000 Nicollet Mall Minneapolis, MN 55403 Re: Target Store 1249; South Windsor, CT Request Release of Performance Bond 11133500071 & 11133500089 Dear Ms. French: I have been provided a copy of your letter dated February 13, 2002 to Marcia Banach, in which you request release of the above-referenced bonds. In your letter, you indicate that the bonds "expired on 2/ 1/02 and 2/3/02." There is no indication on either of the bonds that there was any expiration date. The zoning approval for Target Corporation was conditioned upon your compliance with the provision of appropriate bonds, which do not provide for expiration dates. The Town is currently holding both bonds, with no stated expiration date, and it is the Town's position that these are both valid bonds. If either Target Corporation, or by copy of this letter, your surety, have information that the bonds are not valid and have expired, please provide this information immediately to the Town. Unless such a notification is received by the Town, the Town will continue to rely on the express language of the bonds and the representation of the parties specified in those bonds, which provides that they have no expiration date. If we receive information from either Target Corporation or your surety that the bonds have expired, then new substitute bonds must be provided immediately. Target Corporation Page 2 May 23, 2002 The failure to provide such bonds will result in Target Corporation being non- compliant with the conditions for the approval under which construction took place and in violation of Town zoning regulations. This would require the Town to take action against Target Corporation to bring it into compliance. Hopefully, there will be no need for any such action and the bonds will simply stay in force as they exist or be immediately substituted with similar bonds. If you have any questions regarding the above, please do not hesitate to contact me. If we receive no response from either you or your surety within ten days of the date of this letter, the Town will continue to rely upon the terms of the current bonds, as there is no express expiration date on those bonds. Very truly yours, i gar G liano Town ey BDG/mpg cc: Marcia Banach Firemen's Fund Insurance Company, 1 Market Street, 11th Floor, San Francisco, CA 94105 (w/copies of bonds) mailed certified, return receipt requested ZOW R SE9 FIREMAN,8/uNo INSURANCE COMPANY Bond No. SC 11133500089 THE AMERICAN INSURANCE COMPANY NATIONAL SURETY CORPORATION ASSOCIATED INDEMNITY CORPORATION SAMCRICAN AUTOMOBILE INSURANCE COMPANY HOME OFFICE SAN FRANCISCO. CA61FORNIA C y PERFORMANCE BOND KNOW ALL MEN BY THESE PRESENTS: That we, Target Corporation dba T-1249 (hereinafter called "Principal--) as Principal, aru& FIREMAN'S F ND Iand NSURANCE COMPANY ized and existing under the laws of the State of CA a cnGr,Proration organ. authorized to transact business in the State of C: (hereinatter culled "Surety"), as Surety, are held firmly bound unto TOWN OF SOUTH WINDSOR, CT (hereinafter called "Obligee"), as Obligee, in the penal sum of Twenty-Five Thousand and 00/100 Dollars ($ $25,000.00 ), good and lawful moneyof the United 'States co America, for.the payment of which, well and truly to be made. we bind ourselves. our heirs, administrators, executors, successors.and assigns, jointly and severally, firmly by these presents Signed, Sealed and Dated this 3rd day of February 1900 Whereas, the above bounden Princ:pal has entered into a cerlair, written contrac- with the above-named Obligee, dated the day of . 19 for Erosion& Sedimentation Control Measures which contract is hereby referred to and made a part hereof as fully and to the same extent as if coped at lenTth herein. NOW, THEREFORE, THE CONDITION OF THE. ABOVE OBLIGATION IS SUCH. That it the above bounden Principal shall well and truly keep, do and perform, each and every• all and singular, the matters and things in said contract set 'orth and specified to be by the said Principal kept, done and performed at the time and in the manner in said contract specified. and shall pay over, make good and reimburse to the above-named Obligee, all loss and damage which said Obligee may sustain by reason of fall Ire or default on the part of said Principal, ther. this obligation shall be void; otherwise to be and remain in full force and effec: Target Corporation dba T-1249 -- � —. Principal ---� By FIREMAN'S FUND INSURANCE COMPANY Surety, Matthew V. Suol Attorney in-Fact - 360121—g.6 7 r D FIREMAN' FUND INSURANCE COMPANY TNL AM[RICAN INSURANCE COMPANY Bond No. SC 11133500071 III R1 NATIONAL SURETY CORPORATION CA ASSOCIATED INDEMNITY CORPORATION n= AM ERICAN AUTOMOBILE INSURANCE COMPANY NOMC OFFICC SAN FRANCISCO.CALIFORNIA PERFORMANCE BOND KNOW ALL MEN BY THESE PRESENTS: That we, Target Corporation dba Target Store T-1249 (hereinafter called "Principal") as Principal, and FIREMAN'S FUND INSURANCE COMPANY ized and existing under the laws of the State of CA a coMPration organ. (hereinafter called "Surety"), as Surety, are held firmly bound untoand authorized to transact business in the State of L;I TOWN OF SOUTH WINDSOR, CT (hereinafter called "Obligee"), as Obligee, in the penal sum of Fifteen Thousand and 00/100 Dollars (b $15,000.00 ), good and lawful money of the United States of America, for the payment of which. wand truly be made, we bind ourselves. our heirs, administrators, executors, successors.and assigns, jointly and severally, firmly bytlhese presen so Signed. Sealed and Dated this 1St day of February 1900 Whereas, the above bounden Principal has entered into a certain, written contract with the above-named Obligee, dated the day of , 19 for Landscape Work for Target Store T-1249 which contract is hereby referred io and made a part hereof as fully and to file same extent as if cap;ed at length hereir. NOW, THEREFORE, THE CONDITION OF THE ABOVE OBLIGATION IS SUCH. That if the above bounden principal shall well and truly keep, do and perform, each and every, ell and singular, the matters and things to said contract set forth and specified to be by the said Principal kept, done and performed at the time and in the manner in said contract specified, and shall pay over, make good and reimburse to the above-named Obligee, all loss and damage which said Obligee may sustain by reason of failure or defalt on the part of said Principal. then this obligation shall be void; otherwise to be and remain, in lull force and effect. u Tarqet Corporation dba Target Store T-1249 Principal By FIREMAN'S FUND INSURANCE COMPANY - Surety By Matthew V. Buol Attorney-in-Fact - 660121-6.67 S 0,0 a f+ C * C ~ To� 0-/C Sot� ?d .i • U Z h 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 soR-co TELEPHONE (860) 644-2511 May 16, 2002 Northern Hills, LLC c/o John Finguerra 1109 Rose Lane Virginia Beach, VA 23451 Dear Mr. Finguerra: Re: Appl #99-58, Northern Hills - Target The Planning and Zoning Commission is holding the following Letters of Credit: Projects Bank Amount Expiration Target WSC $10,000 7/27/02 Target WSC $25,000 7/27/02 In accordance with our policy for accepting Letters of Credit in lieu of surety bonds, we must have an amendment to each expiring Letter of Credit well in advance, extending the term for a one-year period from the expiration date. Will you please forward us the amendment promptly. Very truly yours, Michele R. Lipe, AICP Assistant Director of Planning MRL/kah o)I ~. F to*K 8f, u"In �• w� 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 SOR•co� TELEPHONE (860) 644-2511 June 24, 2002 Mr. Dan Willenbring Target Corporation Target Plaza North—12B 1000 Nicolelet Mall Minneapolis, MN 55403 Dear Mr. Willenbring: Re: Appl #99-58P, Target Site Plan—South Windsor, CT This is to advise you that the following reduction recommendation will be forwarded to our Planning and Zoning Commission for approval at their next meeting on June 25, 2002. The landscaping bond is proposed to be reduced to 5,000 and the erosion and sedimentation bond is proposed to be reduced to $10,000. Please forward a bond showing these reduced amounts. As requested, the amounts can be combined into one bond provided it is clear what the monies are bonding. Once we have received a new bond, the original surety bonds will be returned to you at the above address. If you have any further questions contact the Planning Department at 644-2511, ext. 252. Thank you. Sincerely, AliT Michele R. Lipe, AICP Assistant Director of Planning cc: Town Engineer Town Attorney SOWN SfTowf-1, O-P SotdA Vz�� J � U C, 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 SOR-CO AREA CODE 860 1 644-251 1 June 20, 2003 Mr. Daniel Willenbring Target Corporation Property Development 1000 Nicollet Mall Minneapolis, MN 55403 Re: Appl#99-58P, Target Corporation Dear Mr. Willenbring: This is to advise you that on June 10, 2003, the Planning and Zoning Commission released the landscaping bond for the above-referenced project in the amount of $5,000 and the Inland/Wetland Agency Conservation Commission bond in the amount of 10,000.00. Enclosed you will find the original bonds submitted.._-Should-you fiave further questions contact the Planning Department at 644-2511, ext. 252. Sincerely, Kevin McCann, Chairman Planning&Zoning Commission KMcC/kah cc: Town Engineer Enclosures TARGET CORPORATION O May 30, 2002 RECEIVED VIA FACSIMILE #860.644.7280 JUN 5 ZOOS SOUTH WINDSOR PLANNING DEPT, City of South Windsor Planning Department 1540 Sullivan South Windsor, CT 06074 Re: Target Store Buckhills Road Dear Planning Department: Target here by requests the release of the following(2)bonds: Bond#: 1113350071 $15,000 Landscaping Expires: 2/1/02 Bond#: 11133500089 $25,000 Erosion Control Expires: 2/3/02 Please send back the original the original bond or a letter of release to: Dan Willenbring Target Corporation Target Plaza North— 12B 1000 Nicollet Mall Minneapolis, MN 55403 If there are any questions please feel free to give me a call at(612) 761-1536. Sincerely, Daniel J. W' lenbring Target Corporation Senior Project Manager cc: Carla French Target • Marshall Field's • Mervyn's •Target.Direct Target Financial Services •Target Brands •AMC • DCI Property Development, 1000 Nicollet Mall, Minneapolis,Minnesota 55403 �O`NN se To� ap s-ate �. 5 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 w SOR-CO AREA CODE 860/644-251 1 June 20, 2003 JUN 2 6 2o03 SOUTH WINDS — . __SINE RQ D�pT. Mr. Daniel Willenbring Target Corporation Property Development 1000 Nicollet Mall Minneapolis, MN 55403 Re: Appl#99-58P, Target Corporation Dear Mr. Willenbring: This is to advise you that on June 10, 2003, the Planning and Zoning Commission released the landscaping bond for the above-referenced project in the amount of $5,000 and the Inland/Wetland Agency Conservation Commission bond in the amount of 10,000.00. Enclosed you will find the original bonds submitted.----ShoufcVyou Piave further questions contact the Planning Department at 644-2511, ext. 252. Sincerely, Kevin McCann, Chairman Planning&Zoning Commission KMcC/kah cc: Town Engineer Enclosures COW N St4 GO :j 7_0� 074C Sou� V&U&ot 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 l�dSOR•CO AREA CODE 860/644-2511 April 12, 2004 Certified/First-Class Mail Mr. Steve Turco — Manager TARGET Store 20 Buckland Hills Drive South Windsor, CT 06074 LOCATION: 20 &31 Buckland Hills Drive - Litter Dear Mr. Turco: It appears, as a result of a field review on April 2, 2004, that there is litter accumulating within the swale located-between the Target and Lowe's parking areas, in the vicinity of the back driveway onto Buckland Road. The approval letters from the South Windsor Planning & Zoning Commission for -the Lowe's and Target sites,, state that the sites should be inspected and maintained, on a weekly basis, and that any litter is collected and disposed of properly. The approval letter for Target, dated December 3, 1999, is enclosed. Please clean up the litter located within the swale so that no further enforcement action need be taken. (The manager of Lowe's will be sent a similar letter.) A - - maintenance plan should also be implemented, if it has not already been, for routine litter collection around the site to minimize further accumulation of debris. In addition, the pavement. markings appear to be in need ing, in accordance with the approved plan for the site. It is important for pavement markings to be maintained in order to assure safe traffic flow within the Lowe's and Target sites. Your cooperation in this matter is appreciated. If you have any questions regarding this matter, feel free to contact me at 644-2511, ext. 251. Sincerely, c. 0 � L. O'Connor Zoning Enforcement Officer cc. [3lrer..of Planning Town Attorney Lowe's Home Centers, Inc. r. 01, 10 �tltt�t•=t/tom"--i/i�f���tt■ - 1� _� �� ,.� 1 1 ' y ■ OW �♦ fir, r� ,l,l 1. I ��/�In�ll�- � �� ►� � „ ■ ■L� = ,I� •�) I FATAWA � ter BOPdNG TARGETSTORE see 1001 FEBRUARY9 D. 1 'O PROP �r\`` '' Wi�(.A•N,, j / to / ft, /� � �-•\ / � .� I PRO/P/ 1 fa @TAR GAT s� / / I MODIFIED P97-LL �7,450 S.Y. qll. 4, L - � � n PROP PROP PROP PROP 1 1 ,r BORING LEGEND 1 PROP {� Su4. BORING p�' Oe / Il \ 'AM PLED Fa7 t"Gv a =0b ;o " R N t/ SOU�'H WINDSC7 , CI. _ - - *� - 9.76.ACRtS}_______ N-J" THE MAIL-AT BSICKLA•ND H1LC5 PARTNERSHIP ynr,5- r—� l' -MANC+4ES� -- ANCHESTER_ LOT. Eo _ --- f /'NJF THE--MAd�P:T'",g CKL-ANs /•.! u i ' - --• � , NOT RELEASED FOR CONSTRUCTION TEST BORING LOCATION PLAN PROPOSED TARGET STORE SOUTH WINDSOR, CT SCALE 1" =80' OCTOBER, 1999 I wf/0'71AW11111 �� f , ,.•''',• ' �' � '�_.��r�=..� �,��� �� ..w�w� .►may�` ► `Now MACIAS 'g\\`w\ �� , =�� / .■�'i11ii � �; ,; . it r �_�'_ I - ► � ■ r r r WE Him AdrA Till mil/ ,.� .�•�► :..:.:...: w Whim IP RZE UK R� TEST BORING , LOCATION TARGETSTORE 100, ./ . 1999 DR. . . 1 N/F JEAN MARC JACQUES ------------------------------ �^ LOCATE CURTAIN DRAIN AS NEW 4' WIDE CONCRETE SIDE WALK FIELD-CONDITIONS WARRANT PROVIDING EGRESS FROM NE REAR DOOR TO INTERCEPT GROUNDWATER ALONG NORTH AND EAST SIDES OF BUILDING (SEE DETAIL) AND THROUGH MAIN DOOR IN NEWLY INSTALLED FENCE E 1:6 ROCK WALL 8" x 2" TY(ON PLUG AND BLOW-OFF ASSEMBLY N 8" GATE VALVE - OPEN LEFT 3 8" x 6" ANCHOR TEE u $bey y tI.\ NO(l t t1E!N I BLS •,...- 6" GATE VALVE - OPEN LEFT °a 'F1Nf+;i-• DEE+EL6PME�-�± PtpR_N HYDRANT ASSEMBLY / '3s,4`,6.as �I��1ri g 2-8' FIELD i LOCK GASKETS r/ RS %S ; 3s: fic k so 0avd-(. a a x 43ZOsg @TARGET c� XI nn � '�iAi, ZsF � N 1 R t J J° so% P�A@1�"iE�-� � B�S�3 1�1.�� �'��(��'p y1� 8" X 8" M.J. TEE AND GATE r / ` ®®��'' ) � \� VALVE - OPEN LEFT 3 1 I�rEc,cs S�Dr�wAa-Y: .c. 1tl(>$'�f� MODIFIED P:J 7—LL 8" X 4".-M.J. TEE AND GATE r r r � VALVE OPEN LEFT r I Past �� A�g�aJa' -r 7_73OfC 127,450 S.F. ELECTRIC METER F.F.—2 •00 LOCATE TAN DRAIN AS _ FIELD CONDITIONS WARRANT s 4" CLDIP WATER TO INTERCEPT GROUNDWATER 9 �G14I'�� NEW tr oJEdt�/, j� (SEE DETAIL) GAS METER t- E,d r 9 t3-r \*-L v4c.—r- GENERATOR OBSTRUCTION"M�A 1.7- �'l 2 .3 C RL �'�� NEW PAVED FIRE TRUCK ACCESS 1 .',a r 234.0 .2° .1 , .. _ m 239.0 ° 23 1.0 8" x 6" ANCHOR TEE 6" GATE VALVE - OPEN LEFT 9 Q 34. HYDRANT ASSEMBLY 233. TOP OF WATER 3a7 PIPE 228.0 EX1111NG CB 23. TF=233.5 � r 8" CLDIP WATER W �4,.>, 14o� O / • // 8"-45' BEND s r r PROD.MANAGER SCALE: 02.S1X CHIEF DESIGNER HOR7:1"=so• WWW,FandO.COM SITE PLAN MODIFICATIONS DATE:JULY 2009 REVIEWEDBY: DATE VERT.: DATUM: FUSS & O'NEILL SPOT GRADES PROJECT HORz: PROPOSED FIRE ACCESS&EGRESS Q VERT.:25 so Disciplines to Deliver TARGET STORE SHEET 1 No. DATE DESCRIPTION BY i3 REVISIONS GRAPHIC SCALE 146 HARTFORD RD MANCHESTER,CT 06040 860.646.2469 BUCKLAND ROAD SOUTH WINDSOR,CONNECTICUT TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON Phone No. Address .. '€"'o e- . - Site Name `Fr, E P&Z No. 9 Owner ; Phone No. Contractor ,.: Signature of Owner Date: Signature of Design Engr. � � f� Date: - CHANGE: (Describe location a--- nature of change. Include Four (4) copies of plan/profile of Change. ) ,�` 'r,�P;•1 G i ' , t,<� fx �'F s� x� t d P`�». �'� r' F� d-..`"�, :-d �� f!2 � P > ear,.a.: a�" Reason for Change: (Why is change required) APPROVALS: (As Required,) Dir. Of Planning Date: J0 Iq Town Engineer Y Date: Dir. of PuhliW�V' 6ks Date other: �� �� � ,j� � �. ��t` Date: STAFF COI TENTS: White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department i TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON NFChOIaS BOUltorl Phone No. Address 33 south 6th St �} p Site Name Target Store - �1.5 -�+:.� / P&Z No. �� �I Owner Nicholas Boulton Phone No. ContractorJames Bernardo-Candela Systems Signature of Owner Date: Signature of Design Engr. Date: CHANGE: (Describe location and nature of change. Include Four (4) copies of plan/profile of Change. ) One for one replacement, upgrading parking lot lights from fluorescent to LED i Reason for Change: (Why is change required) Upgrading lights to be more energy efficient I APPROVALS: (As Required) Dir. Of Planning Date: / Town Engineer '�` Date: Dir. of Public Works Date: Other: Date: STAFF COMMENTS: White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department McGraw-Edison DESCRIPTION The Galleon'" LED luminaire delivers exceptional performance in a highly scalable,low-profile design.Patented,high-efficiency AccuLED OpticS'"" system provides uniform and energy conscious illumination to walkways,parking lots,roadways,building areas and security lighting applications.IP66 rated and UUcUL Listed for wet locations. SPECIFICATION FEATURES I Construction Electrical arm mounting requirement table. Extruded aluminum driver LED drivers are mounted to Round pole adapter included.For enclosure thermally isolated from removable tray assembly for ease wall mounting,specify wall mount Light Squares for optimal thermal of maintenance.120-277V 50/60Hz, bracket option.QUICK MOUNT performance.Heavy-wall,die- 347V 60Hz or 480V 60Hz operation. ARM:Adapter is bolted directly to cast aluminum end caps enclose 480V is compatible for use with the pole.Quick mount arm slide housing and die-cast aluminum 480V Wye systems only.Standard into place on the adapter and is heat sinks.A unique,patent with 0-10V dimming.Shipped secured via two screws,facilitating pending interlocking housing and standard with Eaton proprietary quick and easy installation.The heat sink provides scalability with circuit module designed to versatile,patent pending,quick superior structural rigidity.3G withstand 10kV of transient line mount arm accommodates vibration tested and rated.Optional surge.The Galleon LED luminaire multiple drill patterns ranging tool-less hardware available is suitable for operation in-40aC from 1-1/2"to 4-7/8".Removal for ease of entry into electrical to 40*C ambient environments. of the door on the quick mount chamber.Housing is IP66 rated. For applications with ambient arm enables wiring of the fixture GLEON temperatures exceeding 40aC, without having to access the driver GALLEON LED Optics specify the HA(High Ambient) compartment.A knock-out enables Patented,high-efficiency option.Light Squares are IP66 round pole mounting. injection-molded AccuLED rated.Greater than 90%lumen Optics technology.Optics are maintenance expected at 60,000 Finish 1-10 Light Squares precisely designed to shape hours.Available in standard 1A Housing finished in super durable Solid State LED the distribution maximizing drive current and optional 600mA, TGIC polyester powder coat paint, efficiency and application spacing. 800mA and 1200mA drive currents 2.5 mil nominal thickness for AccuLED Optics create consistent (nominal). superior protection against fade AREA/SITE LUMINAIRE distributions with the scalability and wear.Heat sink is powder to meet customized application Mounting coated black.Standard housing requirements.Offered standard STANDARD ARM MOUNT: colors include black,bronze,grey, in 4000K(+/-275K)CCT 70 CRI. Extruded aluminum arm includes white,dark platinum and graphite Optional 3000K,5000K and 6000K internal bolt guides allowing for metallic.RAIL and custom color CCT. easy positioning of fixture during matches available. mounting.When mounting two or more luminaires at 90'and Warranty 120'apart,the EA extended arm Five-year warranty. may be required.Refer to the DIMENSIONS 3-15/16" [100mm] Adft- CERTIFICATION DATA UUcUL Wet Location Listed ISO 9001 „q„ 21-3/4"[553mm] „B,.J LM79/LM80 Compliant 3G Vibration Rated DIMENSION DATA DRILLING PATTERN IP66 Rated DesignLights ConsortiumTM`Qualified* "B" "B" Weight EPA Number of "A" TYPE "N" Light Squares Width Standard Optional Ann with Arm with Arm 3/4 ENERGY DATA i(19mm] Arm Length Length' (Ibs.) (Sq.Ft.) Diameter Electronic LED Driver 15-1/2" 7" 10" 33 2" Hole >0.9 Power Factor 1-4 0.96 [51 mm] (394mm) (178mm) (254mm) (15.0 kgs.) <20%Total Harmonic Distortion 7/8"[22mm] 120V-277V 50/6OHz 5 6 21-5/8" 7" 10.. 44 1.00 1-3/4" 347V&480V 60Hz (549mm) (178mm) (254mm) (20.0 kgs.) [44mm] -40°C Min.Temperature 27-5/8" 7" 13" 54 40°C Max.Temperature 7-B (702mm) (178mm) (330mm) (24.5 kgs.) 1'07 (2)9/16"[14mm] 50°C Max.Temperature(HA Option) Diameter 33-3/4" 7" 16" 63 Holes 9-10 (857mm) (178mm) (406mm) (28.6 kgs.) 1.12 NOTES:1.Optional arm length to be used when mounting two fixtures at 900 an a single pole.2.EPA calculated with optional arm length. E� O e� F'y li TD500020EN Powering Business Worldwide *www.designlights.org I.M., t° 2016-09-2815:31:55 GLEON GALLEON LED ARM MOUNTING REQUIREMENTS Configuration 900 Apart 120°Apart 4 @ 90° GLEON-AF-01 7"Arm 7"Arm 2 @ 180° Triple' (Standard) (Standard) GLEON-AF-02 7"Arm 7"Arm (Standard) (Standard) GLEON-AF-03 7"Arm 7"Arm (Standard) (Standard) GLEON-AF-04 7"Arm 7"Arm (Standard) (Standard) GLEON-AF-05 10"Extended Arm 7"Arm (Required) (Standard) 2 @ 90° Triple' 2 @ 120° GLEON-AF-06 10"Extended Arm 7"Arm (Required) (Standard) GLEON-AF-07 13"Extended Arm 13"Extended Arm (Required) (Required) GLEON-AF-08 13"Extended Arm 13"Extended Arm (Required) (Required) 16"Extended Arm 16"Extended Arm NOTES:1 Round poles are 3 @ 120°S poles are 3 @ 90°.2 Round poles are 3 @ 90". GLEON-AF-09 (Required) (Required) Square GLEON-AF-10 16"Extended Arm 16"Extended Arm (Required) (Required) STANDARD WALL MOUNT MAST ARM MOUNT ..� 3„ O O [76mm] [47m 6" [97mm] (2)27/64" I I film mI 10-5/32" 21-3/4" 7" LL L8-1/8"[206mm] L3-13/64"J Dia.Hole [256mm] [553mm] [178mm] [82mm] O L 6-3/16" J [157mm] 2-7/16" [61mm] QUICK MOUNT ARM (INCLUDES FIXTURE ADAPTER) T1-1/4"[32mm] 6-15/16" 4 [177mm] [124m m] 4" [102mm] 9/16" [15mm Dia.Hol]e 4-15/16" 3-3/4" [125mm] [96ni QM Quick Mount Arm(Standard) QMEA Quick Mount Arm(Extended) LE MILE Ina 3-15/16" FL [100mm] i 8-7/16" J 16-9/16" "A" 21-3/4"[553mm] [215mr 21-3/4"[553mm] [421 mm]� QUICK MOUNT ARM DATA Number of "A" Weight with QM Arm Weight with QMEA Arm EPA Light Squares',' Width (lbs.) (lbs.) (Sq.Ft.) 1-4 15-1/2"(394mm) 35(15.91 kgs.) 38(17.27 kgs.) 5-6 a 21-5/8"(549mm) 46(20.91 kgs.) 49(22.27 kgs.) 1.11 7-8 27-5/8"(702mm) 56(25.45 kgs.) 59(26.82 kgs.) NOTES:1 QM option available with 1-8 light square configurations.2 QMEA option available with 1-6 light square configurations.3 QMEA arm to be used when mounting two fixtures at 90°on a single pole. Eaton 1121 Highway 74 South s Peachtree City.GA 30269 Specifications and TD500020EN P:770486-4800 dimensions subject to Powering Business Worldwide www.eaton.compighung change without notice. 2016-09-2815:31:55 GLEON GALLEON LED OPTIC ORIENTATION Street Side Street Side Street Side 1 f i House Side House Side House Side Standard Optics Rotated Left @ 90°[1-90) Optics Rotated Right @ 90°[R901 OPTICAL DISTRIBUTIONS Asymmetric Area Distributions T2 SL2 T3 SL3 T4FT T4W SL4 (Type 11) (Type II with Spill Control) (Type III) (Type III with Spill Control) (Type IV Forward Throw) (Type IV Wide) (Type IV with Spill Control) Asymmetric Roadway Distributions Symmertric Distributions RW T2R T3R 5NQ 5MQ 5WQ (Rectangular WideType 1) (Type II Roadway) (Type III Roadway) (Type V Square Narrow) (Type V Square Medium) (Type V Square Wide) L-J C 9 Specialized Distributions AFL SILL SLR (Automotive Frontline) (90°Spill Light Eliminator Left) (90°Spill Light Eliminator Rightt LUMEN MAINTENANCE LUMEN MULTIPLIER TM-21 Lumen Ambient Drive Current Ambient Temperature Maintenance Projected L70 Temperature Lumen Multiplier (60,000 Hours) (Hours) 0°C 1.02 Up to 1A Up to 50°C >95% 416,000 10°C 1.01 1.2A Up to 40°C >90% 205,000 25°C 1.00 40°C 0.99 Calculated per IESNATM-21 Data I Projected 100 50°C 0.97 95 ............... a 90 `m 85 a m 80 c 75 a c $ 70 65 c E 60 J 55 50 45 0 10 20 30 40 50 60 70 80 90 100 Hours(Thousands) Up to 1A,upto 50°C— 1.2A,up to 40°C— Eaton 1121 Highway 74 South ® Peachtree City,GA 30269 Specifications and TD500020EN P.770-486-4800 dimensions subject to Powering Business Worldwide www.eaton.compighting change without notice. 2016-09-2815:31:55 GLEON GALLEON LED NOMINAL POWER LUMENS (1.2A) Number of Light Squares 1 2 3 4 5 6 7 a 9 10 Nominal Power(Watts) 67 129 191 258 320 382 448 511 575 640 Input Current @ 120V(A) 0.58 1.16 1.78 2.31 2.94 3.56 4.09 4.71 5.34 5.87 Input Current @ 208V(A) 0.33 0.63 0.93 1.27 1.57 1.87 2.22 2.52 2.8 3.14 Input Current@ 240V(A) 0.29 0.55 0.80 1.10 1.35 1.61 1.93 2.18 2.41 2.71 Input Current @ 277V(A) 0.25 0.48 0.70 0.96 1.18 1.39 1.69 1.90 2.09 2.36 Input Current @ 347V(A) 0.20 0.39 0.57 0.78 0.96 1.15 1.36 1.54 1.72 1.92 Input Current @ 480V(A) 0.15 0.30 0.43 0,60 0.73 0.85 1.03 1.16 1.28 1.45 Optics 4000K/5000KLumens 6,709 13,111 19,562 25,848 32,026 38,325 45,324 51,355 57,286 63,424 T2 3000KLumens 5,939 11,606 17,316 22,881 28,349 33,925 40,121 45,459 50,710 56,143 BUG Rating B1-U0-G2 B2-UO-G2 B3-U0-G3 B3-UO-G4 B3-UO-G4 B3-U0-G5 B4-UO-G5 B4-UO-G5 B4-UO-G5 B4-UO-G5 4000K/5000K Lumens 7,122 13,919 20,769 27,442 34,000 40,687 48,117 54,519 60,816 67,333 T2R 3000K Lumens 5,939 11,606 17,316 22,881 28,349 33,925 40,121 45,459 50,710 56,143 BUG Rating B1-U0-G1 B2-UO-G2 B2-1.10-G3 B3-UO-G3 B3-UO-G4 B3-UO-G4 B3-U0-G5 B3-U0-G5 B4-UO-G5 B4-1-10-G5 4000K/5000K Lumens 6,838 13,363 19,939 26,346 32,642 39,062 46,196 52,343 58,388 64,646 T3 3000K Lumens 6,053 11,829 17,650 23,321 28,895 34,578 40,893 46,334 51,685 57,225 BUG Rating B1-U0-G2 B2-UO-G2 83-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G5 B4-UO-G5 B4-UO-G5 B4-UO-G5 84-UO-G5 4000K/5000K Lumens 6,990 13,660 20,382 26,931 33,368 39,930 47,223 53,506 59,686 66,081 T3R 3000K Lumens 6,188 12,092 18,042 23,839 29,537 35,346 41,802 47,364 52,834 58,495 BUG Rating B1-U0-G2 B2-U0-G3 B2-UO-G3 B3-UO-G4 B3-U0-G5 B3-UO-G5 B3-U0-G5 B3-UO-G5 B4-UO-G5 B4-UO-G5 4000K/5000K Lumens 6,878 13,440 20,055 26,499 32,832 39,289 46,464 52,646 58,726 65,020 T4FT 3000K Lumens 6,088 11,897 17,753 23,457 29,063 34,779 41,130 46,602 51,984 57,556 BUG Rating B1-U0-G2 B2-U0-G3 B2-1-10-G4 B3-UO-G4 B3-U0-G5 B3-1.10-G5 B3-UO-G5 B4-U0-G5 B4-1-10-G5 B4-UO-G5 4000K/5000K Lumens 6,789 13,267 19,795 26,156 32,408 38,781 45,864 51,967 57,968 64,180 T4W 3000K Lumens 6,010 11,744 17,523 23,153 28,688 34,329 40,599 46,001 51,313 56,812 BUG Rating B1-U0-G2 B2-U0-G3 B3-UO-G4 B3-UO-G4 B3-U0-G5 B3-1-J0-G5 B4-UO-G5 B4-UO-G5 B4-UO-G5 B4-1.10-G5 4000K/5000K Lumens 6,697 13,088 19,529 25,804 31,970 38,259 45,245 51,267 57,186 63,315 SL2 3000K Lumens 5,928 11,585 1 17,287 22,842 28,300 33,867 40,051 45,382 50,621 56,046 BUG Rating B1-U0-G2 B2-U0-G3 B3-UO-G3 B3-UO-G4 B3-U0-G4 B3-1-J0-G5 B4-UO-G5 B4-1.10-G5 B4-1.10-G5 B4-UO-G5 4000K/5000K Lumens 6,837 13,361 19,936 26,342 32,639 39,057 46,189 52,336 58,380 64,636 SL3 3000K Lumens 6,052 11,827 17,647 23,318 28,892 34,573 40,887 46,328 51,678 57,216 BUG Rating B1-U0-G2 B2-U0-G3 B2-1.10-G4 B3-UO-G4 B3-1J0-G5 B3-UO-G5 B3-U0-G5 B4-UO-G5 B4-1-10-G5 B4-UO-G5 4000K/5000K Lumens 6,496 12,695 18,943 25,029 31,011 37,110 43,886 49,727 55,470 61,414 SL4 3000K Lumens 5,750 11,238 16,768 22,156 27,451 32,850 38,848 44,018 49,102 54,364 BUG Rating B1-U0-G2 B1-U0-G3 B2-U0-G4 B2-UO-G4 B2-UO-G5 B3-U0-G5 B3-UO-G5 83-UO-G5 B3-UO-G5 B3-UO-G5 4000K/5000KLumens 7,052 13,781 20,564 27,171 33,664 40,285 47,641 53,981 60,215 66,669 5NQ 3000K Lumens 6,242 12,199 18,203 24,052 29,799 35,660 42,172 47,784 53,302 59,015 BUG Rating B3-U0-G1 B3-1-10-G2 B4-1-10-G2 B4-U0-G2 B5-1-10-G2 B5-UO-G3 B5-UO-G3 B5-UO-G4 B5-UO-G4 B5-UO-G4 4000K/5000K Lumens 7,182 14,034 20,942 27,671 34,284 41,027 48,518 54,975 61,323 67,896 5MQ 3000K Lumens 6,358 12,423 18,538 24,494 30,348 36,317 42,948 48,664 54,283 60,102 BUG Rating B3-U0-G1 B4-UO-G2 B4-1.10-G2 B5-1-10-G3 B5-1-10-G4 B5-UO-G4 B5-UO-G4 B5-UO-G5 B5-1-10-G5 B5-UO-G5 4000K/5000K Lumens 7,201 14,073 20,998 27,744 34,375 41,136 48,648 55,121 61,487 68,077 5WQ 3000K Lumens 6,374 12,457 18,587 24,559 30,429 36,414 43,063 48,793 54,428 60,262 BUG Rating B3-U0-G2 B4-UO-G2 B5-UO-G3 B5-UO-G4 B5-UO-G4 B5-UO-G4 B5-U0-G5 B5-UO-G5 B5-UO-G5 B5-1-10-G5 4000K/5000K Lumens 6,009 11,741 17,519 23,148 28,681 34,321 40,589 45,990 51,301 56,798 SLL/SLR 3000K Lumens 5,319 10,393 15,508 20,491 25,388 30,381 35,929 40,710 45,412 50,278 BUG Rating B1-U0-G2 B2-U0-G3 B2-1.10-G3 B3-UO-G4 B3-UO-G4 B3-UO-G5 B3-U0-G5 B3-UO-G5 B3-U0-G5 B4-UO-G5 4000K/5000K Lumens 6,989 13,657 20,378 26,925 33,360 39,921 47,211 53,494 59,672 66,066 RW 3000K Lumens 6,187 12,089 18,039 23,834 29,530 35,338 41,791 47,353 52,822 58,482 BUG Rating B3-U0-G1 B3-U0-G2 B4-1.10-G2 B4-UO-G2 B5-UO-G3 B5-UO-G3 B5-UO-G4 B5-UO-G4 B5-UO-G4 B5-UO-G4 4000K/5000KLumens 7,014 13,706 20,452 27,023 33,481 40,066 47,383 53,688 59,888 66,306 AFL 3000K Lumens 6,209 12,133 18,104 23,921 29,637 35,466 41,943 47,525 53,013 58,694 BUG Rating 61-UO-G1 B2-UO-G2 B2-UO-G2 B3-UO-G3 B3-U0-G3 B3-1-10-G3 B3-UO-G3 B3-1-10-G4 B4-UO-G4 B4-UO-G4 •Nominal data for70 CRI. Eaton 1121 Highway 74 South Peachtree City,GA 30269 Specifications and TD500020EN P�770486-4800 dimensions subject to Powering Business Worldwide www.eaton,-Alighting change without notice. 2016-09-2815:31:55 GLEON GALLEON LED NOMINAL POWER LUMENS (1A) Number of Light Squares 1 2 3 4 5 6 7 8 9 10 Nominal Power(Watts) 59 113 166 225 279 333 391 445 501 558 Input Current @ 120V(A) 0.51 1.02 1.53 2.03 2.55 3.06 3.56 4.08 4.6 5.07 Input Current @ 208V(A) 0.29 0.56 0.82 1.11 1.37 1.64 1.93 2.19 2.46 2.75 Input Current @ 240V(A) 0.26 0.48 0.71 0.96 1.19 1.41 1.67 1.89 2.12 2.39 Input Current @ 277V(A) 0.23 0.42 0.61 0.83 1.03 1.23 1.45 1.65 1.84 2.09 Input Current @ 347V(A) 0.17 0.32 0.50 0.64 0.82 1.00 1.14 1.32 1.50 1.68 Input Current @ 480V(A) 0.14 0.24 0.37 0.48 0.61 0.75 0.91 0.99 1.12 1.28 Optics 4000K/5000K Lumens 6,116 11,951 17,833 23,563 29,195 34,937 41,317 46,814 52,221 57,817 T2 3000K Lumens 5,414 10,579 15,786 20,858 25,843 30,926 36,574 41,440 46,226 51,180 BUG Rating B1-U0-G2 B2-UO-G2 B3-UO-G3 B3-UO-G3 B3-UO-G4 B3-UO-G4 B4-U0-G5 B4-UO-G5 B4-UO-G5 84-UO-G5 4000K/5000K Lumens 6,493 12,688 18,932 25,015 30,994 37,090 43,863 49,699 55,439 61,380 T2R 3000K Lumens 5,748 11,231 16,759 22,143 27,436 32,832 38,828 43,994 49,075 54,334 BUG Rating B1-U0-G1 B2-UO-G2 B2-UO-G2 B3-U0-G3 B3-UO-G4 B3-UO-G4 B3-UO-G4 B3-UO-G5 B4-UO-G5 B4-UO-G5 4000K/5000K Lumens 6,234 12,181 18,176 24,017 29,756 35,609 42,111 47,715 53,225 58,930 T3 3000K Lumens 5,518 10,783 16,089 21,260 26,340 31,521 37,277 42,237 47,115 52,165 BUG Rating B1-U0-G2 B2-UO-G2 B3-UO-G3 B3-U0-G4 B3-UO-G4 B3-UO-G5 B4-UO-G5 B4-UO-G5 B4-UO-G5 B4-UO-G5 4000K/5000K Lumens 6,372 12,453 18,580 24,550 30,418 36,400 43,048 48,776 54,409 60,239 T3R 3000K Lumens 5,640 11,023 16,447 21,732 26,926 32,221 38,106 43,177 48,163 53,324 BUG Rating B1-U0-G2 B2-U0-G2 B2-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G5 B3-UO-G5 B3-UO-G5 B3-U0-G5 B4-UO-G5 4000K/5000K Lumens 6,270 12,252 18,282 24,156 29,929 35,815 42,356 47,992 53,534 59,271 T4FT 3000K Lumens 5,550 10,845 16,183 21,383 26,493 31,703 37,494 42,483 47,388 52,467 BUG Rating B1-U0-G2 B2-UO-G2 B2-UO-G3 B3-U0-G4 B3-UO-G5 B3-UO-G5 B3-UO-G5 B3-UO-G5 B4-UO-G5 B4-UO-G5 4000K/5000K Lumens 6,189 12,094 18,045 23,844 29,543 35,352 41,809 47,372 52,843 58,506 T4W 3000K Lumens 5,479 10,706 15,973 21,107 26,151 31,294 37,009 41,934 46,777 51,790 BUG Rating B1-U0-G2 B2-1-10-G2 B3-U0-G3 B3-UO-G4 B3-1-10-G5 B3-UO-G5 B4-UO-G5 B4-UO-G5 B4-UO-G5 B4-UO-G5 4000K/5000K Lumens 6,105 11,931 17,803 23,522 29,144 34,877 41,245 46,734 52,130 57,717 SL2 3000K Lumens 5,404 10,561 15,759 20,822 25,798 30,873 36,510 41,369 46,145 51,091 BUG Rating B1-U0-G2 B2-UO-G3 B3-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G5 B4-UO-G5 B4-UO-G5 B4-UO-G5 B4-UO-G5 4000K/5000K Lumens 6,233 12,180 18,174 24,013 29,753 35,604 42,106 47,708 53,218 58,921 SL3 3000K Lumens 5,517 10,782 16,088 21,256 26,337 31,517 37,272 42,231 47,109 52,157 BUG Rating B1-U0-G2 B2-UO-G3 B2-UO-G3 B3-1J0-G4 B3-UO-G4 B3-UO-G5 B3-UO-G5 B3-UO-G5 B4-UO-G5 B4-1J0-G5 4000K/5000KLumens 5,922 11,572 17,268 22,816 28,269 33,829 40,006 45,330 50,566 55,984 SL4 3000K Lumens 5,242 10,244 15,286 20,197 25,024 29,945 35,413 40,126 44,761 49,557 BUG Rating B1-U0-G2 B1-U0-G3 B2-UO-G3 B2-U0-G4 B2-UO-G5 B3-UO-G5 B3-UO-G5 B3-UO-G5 B3-UO-G5 B3-1.10-G5 4000K/5000K Lumens 6,429 12,563 18,746 24,768 30,688 36,723 43,429 49,208 54,891 60,775 5NQ 3000K Lumens 5,691 11,121 16,594 21,925 27,165 32,507 38,443 43,559 43,590 53,798 BUG Rating B2-U0-G1 B3-1-10-G2 B4-UO-G2 B4-UO-G2 B5-UO-G2 B5-UO-G3 B5-UO-G3 B5-UO-G3 B5-UO-G4 B5-UO-G4 4000K/5000K Lumens 6,547 12,794 19,090 25,224 31,253 37,400 44,228 50,114 55,902 61,893 5MQ 3000K Lumens 5,795 11,325 16,898 22,328 27,665 33,106 39,151 44,361 49,484 54,788 BUG Rating B3-U0-G1 B4-UO-G2 B4-UO-G2 B5-U0-G3 B5-UO-G3 B5-U0-G4 B5-UO-G4 B5-UO-G4 B5-UO-G5 B5-UO-G5 4000K/5000K Lumens 6,564 12,828 19,141 25,291 31,336 37,499 44,347 50,248 56,051 62,058 5WQ 3000K Lumens 5,810 11,355 16,944 22,388 27,739 33,194 39,256 44,480 49,616 54,934 BUG Rating B3-U0-G2 B4-U0-G2 B5-UO-G3 B5-U0-G3 B5-UO-G4 B5-UO-G4 BS-UO-GS B5-UO-G5 B5-UO-G5 B5-UO-G5 4000K/5000K Lumens 5,478 10,703 15,970 21,102 26,145 31,286 37,001 41,924 46,765 51,777 SLL/SLR 3000K Lumens 4,849 9,474 14,137 18,679 23,144 27,694 32,753 37,111 41,396 45,833 BUG Rating B1-U0-G2 B1-U0-G3 B2-UO-G3 B2-UO-G4 B3-U0-G4 B3-UO-G5 B3-UO-G5 B3-UO-G5 B3-UO-G5 B3-UO-G5 4000K/5000K Lumens 6,371 12,449 18,576 24,544 30,411 36,392 43,037 48,764 54,396 60,225 RW 3000KLumens 5,640 11,020 16,443 21,726 26,920 32,214 38,096 43,166 48,151 53,311 BUG Rating B3-U0-G1 B3-UO-G2 B4-UO-G2 B4-U0-G2 B5-UO-G3 B5-UO-G3 B5-UO-G3 85-UO-G4 B5-UO-G4 B5-UO-G4 4000K/5000KLumens 6,394 12,494 18,644 24,634 30,521 36,524 43,194 48,942 54,593 60,444 AFL 3000K Lu mans 5,660 11,060 16,504 21,806 27,017 32,331 38,235 43,323 48,326 53,505 BUG Rating B1-U0-G1 B2-UO-G2 B2-UO-G2 B3-UO-G2 B3-1-10-G3 B3-UO-G3 B3-UO-G3 B3-UO-G3 B4-1-10-G4 B4-UO-G4 •Nominal data for 70 CRI. Eaton ME 1121 Highway 74 South Peachtree City,GA 30269 Specifications and P:770-486-4800 dimensions subject to TD500020EN Powenirg Business Worldwide -eatou.compighting change without notice. 2016-09-2815:31:55 GLEON GALLEON LED NOMINAL POWER LUMENS (800MA) Number of Light Squares 1 2 3 4 5 6 7 8 9 10 Nominal Power(Watts) 44 85 124 171 210 249 295 334 374 419 Input Current @ 120V(A) 0.39 0.77 1.13 1.54 1.90 2.26 2.67 3.03 3.39 3.80 Input Current @ 208V(A) 0.22 0.44 0.62 0.88 1.06 1.24 1.50 1.68 1.87 2.12 Input Current @ 240V(A) 0.19 0.38 0.54 0.76 0.92 1.08 1.30 1.46 1.62 1.84 Input Current @ 277V(A) 0.17 0.36 0.47 0.72 0.83 0.95 1.19 1.31 1.42 1.67 Input Current @ 347V(A) 0.15 0.24 0.38 0.49 0.63 0.77 0.87 1.01 1.15 1.52 Input Current @ 480V(A) 0.11 0.18 0.29 0.37 0.48 0.59 0.66 0.77 0.88 0.96 Optics 4000K/5000K Lumens 4,941 9,656 14,408 19,038 23,588 28,227 33,382 37,823 42,191 46,713 T2 3000K Lumens 4,374 8,547 12,754 16,852 20,880 24,987 29,550 33,481 37,347 41,350 BUG Rating 61-UO-G1 B2-UO-G2 B2-UO-G2 B3-UO-G3 B3-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G4 B4-UO-G5 B4-UO-G5 4000K/5000K Lumens 5,246 10,251 15,296 20,211 25,041 29,966 35,439 40,154 44,791 49,592 T2R 3000K Lumens 4,644 9,074 13,540 17,891 22,166 26,526 31,371 35,544 39,649 43,899 BUG Rating B1-U0-G1 B1-U0-G2 B2-UO-G2 B2-UO-G3 B3-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G4 B3-UO-G4 B3-UO-G5 4000K/5000K lumens 5,037 9,842 14,685 19,404 24,041 28,770 34,024 38,551 43,003 47,612 T3 3000K Lumens 4,459 8,712 12,999 17,176 21,281 25,467 30,118 34,125 38,066 42,146 BUG Rating B1-U0-G1 B2-UO-G2 B2-UO-G3 B3-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G4 B3-UO-G5 B4-UO-G5 B4-UO-G5 4000K/5000K Lumens 5,148 10,061 15,011 19,835 24,576 29,409 34,780 39,408 43,959 48,669 T3R 3000K Lumens 4,557 8,906 13,288 17,558 21,755 26,033 30,787 34,884 38,913 43,082 BUG Rating B1-U0-G2 B1-U0-G2 B2-UO-G3 B2-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G5 B3-UO-G5 B3-UO-G5 B3-UO-G5 4000K/5000KLumens 5,066 9,899 14,770 19,516 24,181 28,936 34,221 38,774 43,252 47,888 T4FT 3000KLumens 4,484 8,763 13,074 17,276 21,405 25,614 30,292 34,323 38,287 42,390 BUG Rating B1-U0-G2 B1-U0-G2 B2-UO-G3 B2-UO-G4 B3-UO-G4 B3-UO-G4 B3-UO-G5 B3-UO-G5 B3-UO-G5 B3-UO-G5 4000K/5000KLumens 5,000 9,771 14,579 19,264 23,869 28,562 33,779 38,274 42,694 47,269 T4W 3000K Lumens 4,426 8,649 12,905 17,052 21,129 25,283 29,901 33,880 37,793 41,843 BUG Rating B1-U0-G2 B2-U0-G2 B2-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G4 B3-UO-G5 B3-UO-G5 B4-UO-G5 B4-UO-G5 4000K/5000K Lumens 4,933 9,639 14,383 19,005 23,547 28,178 33,324 37,758 42,118 46,632 SL2 3000K Lumens 4,367 8,532 12,732 16,823 20,844 24,943 29,498 33,423 37,283 41,279 BUG Rating B1-U0-G2 B2-UO-G2 B2-UO-G3 B3-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G4 B3-UO-G5 B4-U0-G5 B4-UO-G5 4000K/5000K Lumens 5,036 9,841 14,683 19,401 24,039 28,766 34,019 38,546 42,997 47,605 SL3 3000K Lumens 4,456 8,711 12,997 17,174 21,279 25,464 30,114 34,121 38,061 42,140 BUG Rating B1-U0-G2 B1-U0-G2 B2-UO-G3 B2-UO-G3 B3-U0-G4 B3-UO-G4 B3-UO-G5 B3-UO-G5 B3-UO-G5 B3-UO-G5 4000K/5000K Lumens 4,784 9,350 13,951 18,434 22,840 27,332 32,323 36,624 40,854 45,232 SL4 3000K Lumens 4,235 8,277 12,349 16,318 20,218 24,194 28,612 32,420 36,164 40,039 BUG Rating B1-U0-G2 B1-U0-G3 B1-U0-G3 B2-U0-G4 B2-UO-G4 B2-UO-G5 B2-UO-G5 B3-UO-G5 B3-U0-G5 B3-UO-G5 4000K/5000K Lumens 5,194 10,150 15,145 20,011 24,794 29,670 35,088 39,757 44,349 49,102 5NQ 3000K Lumens 4,598 8,985 13,406 17,714 21,948 26,264 31,060 35,193 39,258 43,465 BUG Rating B2-U0-G1 B3-U0-G1 B3-UO-G2 B4-UO-G2 B4-UO-G2 B5-UO-G2 B5-UO-G3 B5-UO-G3 B5-UO-G3 B5-UO-G3 4000K/5000K Lumens 5,290 10,337 15,424 20,380 25,250 30,217 35,734 40,489 45,165 50,006 5MQ 3000K Lumens 4,683 9,150 13,653 18,040 22,351 26,748 31,632 35,841 39,980 44,265 BUG Rating B3-U0-G1 B3-UO-G2 B4-UO-G2 B4-UO-G2 B5-UO-G3 B5-UO-G3 B5-U0-G4 B5-UO-G4 B5-UO-G4 B5-UO-G4 4000K/5000K Lumens 5,304 10,365 15,465 20,434 25,318 30,297 35,830 40,597 45,286 50,139 5WQ 3000K Lumens 4,695 9,175 13,690 18,088 22,411 26,819 31,717 35,936 40,087 44,383 BUG Rating B3-U0-G1 B4-UO-G2 B4-UO-G2 B5-UO-G3 B5-UO-G3 B5-UO-G4 B5-UO-G4 B5-UO-G4 B5-UO-G5 B5-UO-G5 4000K/5000K Lumens 4,426 8,648 12,903 17,049 21,124 25,278 29,894 33,872 37,784 41,832 SLL/SLR 3000K Lumens 3,918 7,655 11,422 15,092 18,699 22,376 26,462 29,983 33,446 37,030 BUG Rating B1-U0-G2 B1-U0-G2 B2-UO-G3 B2-U0-G3 B2-UO-G4 B3-UO-G4 B3-UO-G5 B3-UO-G5 B3-U0-G5 B3-UO-G5 4000K/5000K Lumens 5,147 10,058 15,009 19,830 24,570 29,402 34,771 39,399 43,949 48,658 RW 3000K Lumens 4,556 8,903 13,286 17,554 21,749 26,027 30,779 34,876 38,904 43,072 BUG Rating B2-U0-G1 B3-U0-G1 B3-UO-G2 B4-UO-G2 B4-UO-G2 B4-UO-G2 B5-U0-G3 B5-UO-G3 B5-UO-G3 B5-UO-G4 4000K/5000K Lumens 5,166 10,095 15,063 19,903 24,659 29,509 34,898 39,542 44,108 48,835 AFL 3000K Lumens 4,573 8,936 13,334 17,618 21,828 26,121 30,892 35,003 39,044 43,229 BUG Rating B1-U0-G1 B1-U0-G1 B2-UO-G2 B2-UO-G2 B3-UO-G2 B3-U0-G3 B3-UO-G3 B3-UO-G3 B3-UO-G3 B3-UO-G3 *Nominal data for70 CRI. Eaton g 1121 Highway 74 South AIR LON Peachtree City,CA 30269 Specifications and P 770A86A800 dimensions subject to TD500020EN Powering Business Worldwide www.eaton.compighting change without notice. 2016-09-28 15:31:55 GLEON GALLEON LED NOMINAL POWER LUMENS (600MA) Number of Light Squares 1 2 3 4 5 6 7 8 9 10 Nominal Power(Watts) 34 66 96 129 162 193 226 257 290 323 Input Current @ 120V(A) 0.30 0.58 0.86 1.16 1.44 1.73 2.03 2.33 2.59 2.89 Input Current @ 208V(A) 0.17 0.34 0.49 0.65 0.84 0.99 1.14 1.30 1.48 1.63 Input Current @ 240V(A) 0.15 0.30 0.43 0.56 0.74 0.87 1.00 1.13 1.30 1.43 Input Current @ 277V(A) 0.14 0.28 0.41 0.52 0.69 0.81 0.93 1.04 1.22 1.33 Input Current @ 347V(A) 0.11 0.19 0.30 0.39 0.49 0.60 0.69 0.77 0.90 0.99 Input Current @ 480V(A) 0.08 0.15 0.24 0.30 0.38 0.48 0.53 0.59 0.71 0.77 Optics 4000K/5000K Lumens 4,029 7,874 11,749 15,525 - 19,235 23,019 27,222 30,844 34,406 38,093 T2 3000K Lumens 3,566 6,970 10,400 13,743 17,027 20,376 24,097 27,303 30,456 33,720 BUG Rating B1-U0-G1 B1-U0-G2 B2-UO-G2 B2-UO-G2 B3-U0-G3 B3-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G4 B3-U0-G4 4000K/5000K Lumens 4,278 8,360 12,474 16,482 20,421 24,437 28,900 32,745 36,527 40,441 T2R 3000K Lumens 3,787 7,400 11,042 14,590 18,077 21,632 25,582 28,986 32,334 35,798 BUG Rating B1-U0-G1 B1-U0-G2 B2-UO-G2 B2-UO-G2 B2-UO-G3 B3-UO-G3 B3-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G4 4000K/5000K Lumens 4,107 8,026 11,976 15,824 19,605 23,461 27,746 31,438 35,068 38,827 T3 3000K Lumens 3,636 7,105 10,601 14,007 17,354 20,768 24,561 27,829 31,042 34,370 BUG Rating B1-U0-G1 81-UO-G2 B2-UO-G2 B2-UO-G3 B3-UO-G3 B3-U0-G4 B3-UO-G4 B3-UO-G4 B3-UO-G5 B3-UO-G5 4000K/5000K Lumens 4,198 8,205 12,242 16,175 20,041 23,982 28,363 32,137 35,848 39,689 T3R 3000K Lumens 3,716 7,263 10,837 14,318 17,740 21,229 25,107 28,448 31,733 35,133 BUG Rating B1-U0-G1 B1-U0-G2 B2-UO-G2 B2-UO-G3 B2-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G4 B3-UO-G5 B3-UO-G5 4000K/5000K Lumens 4,131 8,072 12,045 15,915 19,719 23,597 27,907 31,620 35,272 39,052 T4FT 3000K Lumens 3,657 7,145 10,662 14,088 17,455 20,888 24,703 27,990 31,223 34,569 BUG Rating B1-U0-G1 B1-U0-G2 B2-UO-G2 B2-UO-G3 B2-UO-G4 B3-UO-G4 B3-UO-G4 B3-UO-G5 B3-U0-G5 B3-UO-G5 4000K/5000K Lumens 4,077 7,968 11,889 15,710 19,465 23,292 27,546 31,212 34,816 38,547 T4W 3000K Lumens 3,609 7,053 10,524 13,906 17,230 20,618 24,384 27,629 30,819 34,122 BUG Rating B1-U0-G1 B1-U0-G2 B2-UO-G2 B2-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G4 B3-UO-G5 83-UO-G5 B3-1J0-G5 4000K/5000K Lumens 4,022 7,861 11,729 15,498 19,202 22,979 27,175 30,791 34,347 38,028 SL2 3000K Lumens 3,560 6,959 10,383 13,719 16,998 20,341 24,055 27,256 30,404 33,662 BUG Rating B1-U0-G1 91-UO-G2 B2-UO-G3 B2-UO-G3 B3-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G4 63-UO-G5 B3-U0-G5 4000K/5000K Lumens 4,106 8,025 11,974 15,821 19,603 23,458 27,742 31,433 35,064 38,821 SL3 3000K Lumens 3,635 7,104 10,599 14,005 17,353 20,765 24,557 27,824 31,039 34,364 BUG Rating B1-U0-G1 B1-U0-G2 B2-UO-G3 B2-UO-G3 B2-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G4 B3-U0-G5 B3-U0-G5 4000K/5000K Lumens 3,902 7,624 11,377 15,033 18,626 22,289 26,359 29,867 33,316 36,886 SL4 3000KLumens 3,454 6,749 10,071 13,307 16,488 19,730 23,333 26,438 29,491 32,651 BUG Rating B1-U0-G2 B1-U0-G2 B1-U0-G3 81-1-10-G3 B2-UO-G4 B2-UO-G4 B2-UO-G4 B2-UO-G5 B3-UO-G5 B3-UO-G5 4000K/5000K Lumens 4,236 8,277 12,351 16,319 20,219 24,196 28,614 32,422 36,166 40,042 5NQ 3000K Lumens 3,750 7,327 10,933 14,446 17,898 21,418 25,329 28,700 32,014 35,445 BUG Rating B2-U0-G1 B3-U0-G1 B3-UO-G2 B3-UO-G2 B4-UO-G2 B4-UO-G2 B4-UO-G2 B5-UO-G2 B5-UO-G3 B5-UO-G3 4000K/5000K Lumens 4,314 8,429 12,578 16,619 20,591 24,641 29,141 33,019 36,832 40,779 5MQ 3000K Lumens 3,819 7,461 11,134 14,711 18,227 21,812 25,796 29,228 32,604 36,098 BUG Rating B3-U0-G1 B3-UO-G2 B4-UO-G2 B4-UO-G2 B4-UO-G2 B5-UO-G3 B5-UO-G3 B5-UO-G4 B5-UO-G4 B5-UO-G4 4000K/5000K Lumens 4,325 8,452 12,611 16,664 20,646 24,707 29,219 33,106 36,930 40,888 5WQ 3000K Lumens 3,828 7,482 11,163 14,751 18,276 21,871 25,865 29,305 32,690 36,194 BUG Rating B3-U0-G1 B3-UO-G2 B4-UO-G2 B4-UO-G2 B5-UO-G3 B5-UO-G3 B5-UO-G4 B5-UO-G4 B5-UO-G4 B5-UO-G4 4000K/5000K Lumens 3,609 7,052 10,522 13,903 17,226 20,613 24,378 27,622 30,812 34,114 SLL/SLR 3000K Lumens 3,195 6,242 9,314 12,307 15,248 18,247 21,579 24,451 27,275 30,198 BUG Rating B1-U0-G1 B1-U0-G2 B1-U0-G3 B2-UO-G3 B2-UO-G3 B2-UO-G4 B3-UO-G4 B3-UO-G4 B3-UO-G5 B3-UO-G5 4000K/5000K Lumens 4,197 8,202 12,239 16,171 20,036 23,977 28,356 32,129 35,839 39,680 RW 3000K Lumens 3,715 7,260 10,834 14,315 17,736 21,224 25,101 28,441 31,725 35,125 BUG Rating B2-U0-G1 B3-U0-G1 B3-UO-G2 B4-UO-G2 B4-UO-G2 B4-UO-G2 B4-UO-G2 B5-UO-G3 B5-UO-G3 B5-UO-G3 4000K/5000K Lumens 4,213 8,232 12,284 16,230 20,109 24,064 28,459 32,246 35,969 39,824 AFL 3000K Lumens 3,729 7,287 10,874 14,367 17,800 21,301 25,192 28,544 31,840 35,252 BUG Rating B1-U0-G1 B1-U0-G1 B2-UO-G2 B2-UO-G2 B2-UO-G2 B3-UO-G2 B3-UO-G3 B3-UO-G3 B3-UO-G3 B3-UO-G3 Nominal data for 70 CRI. Eaton 1121 Highway 74 South IF _ Peachtree City,CA 30269 Specifications and P 770-486-4800 dimensions subject to TD500020EN Powering Business Worldwide www.eston.-lighting change without notice. 2016-09-2815:31:55 GLEON GALLEON LED CONTROL OPTIONS 0-10V(DIM) This fixture is offered standard with 0-10V dimming driver(s).The DIM option provides 0-10V dimming wire leads for use with a lighting control panel or other control method. Photocontrol(P,R and PER7) Optional button-type photocontrol(P)and photocontrol receptacles(R and PER7)provide a flexible solution to enable"dusk-to-dawn"lighting by sensing light levels.Advanced control systems compatible with NEMA 7-pin standards can be utilized with the PER7 receptacle. After Hours Dim(AHD) This feature allows photocontrol-enabled luminaires to achieve additional energy savings by dimming during scheduled portions of the night. The dimming profile will automatically take effect after a"dusk-to-dawn"period has been calculated from the photocontrol input.Specify the desired dimming profile for a simple,factory-shipped dimming solution requiring no external control wiring.Reference the After Hours Dim supplemental guide for additional information. Dimming Occupancy Sensor(MS/DIM-LXX,MS/X-LXX and MS-LXX) These sensors are factory installed in the luminaire housing.When the MS/DIM-LXX sensor option is selected,the occupancy sensor is connected to a dimming driver and the entire luminaire dims when there is no activity detected.When activity is detected,the luminaire returns to full light output.The MS/DIM sensor is factory preset to dim down to approximately 50 percent power with a time delay of five minutes.The MS-LXX sensor is factory preset to turn the luminaire off after five minutes of no activity.The MS/X-LXX is also preset for five minutes and only controls the specified number of light engines to maintain steady output from the remaining light engines. These occupancy sensors includes an integral photocell that can be activated with the FSIR-100 accessory for"dusk-to-dawn"control or daylight harvesting-the factory preset is OFF.The FSIR-100 is a wireless tool utilized for changing the dimming level,time delay,sensitivity and other parameters. A variety of sensor lens are available to optimize the coverage pattern for mounting heights from 8'-40'. For mounting heights up to 8'(-1_08-Cutoff 8'to 24') For mounting heights up to 20'(-L20) 0 0 8 ---------------- ------------- --- -- — 12 36 24 18 7 5 0 5 7 18 24 36 Coverage Side Area(Feet) 10 ----------------------- -- - - - - - - - - ------------------------ 15 ---------- --- - -- -- -- --- -- '- -- -- ------------- For mounting heights up to 40'(-L40) 0 20 20 18 15 12 9 6 3 0 3 6 9 12 15 18 20 10 ----------------------------------------- Coverage Side Area(Feet) For mounting heights up to 40'(-L40W) 0 20 --------------- ----- - ---- ------------------------------- 15 - -- - -- - - -- --------------------------- 30 ------------------- ------- -- — ------- - ---------------------- 27 ------------- ----- --- -- --- -- — -- --- -------------- !Uh 40 40 30 20 12 6 0 6 12 20 30 50 40 30 20 10 0 10 20 30 40 50 Coverage Side Area(Feet) Coverage Side Area(Feet) LumaWatt Wireless Control and Monitoring System(LWR-LW and LWR-LN) The LumaWatt system is a peer-to-peer wireless network of luminaire-integral sensors for any sized project.Each sensor is capable of motion and photo sensing,metering power consumption and wireless communication.The end-user can securely create and manage sensor profiles with browser-based management software.The software will automatically broadcast to the sensors via wireless gateways for zone-based and individual luminaire control.The LumaWatt software provides smart building solutions by utilizing the sensor to provide easy-to-use dashboard and analytic capabilities such as improved energy savings,traffic flow analysis,building management software integration and more. For additional details,refer to the LumaWatt product guides. For mounting heights from 8'to 16'(LWR-LW) For mounting heights from 16'to 40'(LWR-LN) 0 0 ✓ 7 20------------------------- - 30--------------------- — -- - --- --- - -- -- ... 16 40 24 8 18 0 8 18 24 40 30 20 10 0 10 20 30 40 Coverage Side Area(Feet) Coverage Side Area(Feet) Eaton 1121 Highway 74 South Peachtree City,GA 30269 Specifications and TD500020EN P.770-486-4800 dimensions subject to Powering Business Worldwide www.eaton.comfthting change without notice. 2016-09-2815:31:55 GLEON GALLEON LED ORDERING INFORMATION Sample Number:GLEON-AF-04-LED-EI-T3-GM-QM Product Family'•' Light Engine Number of LampType Voltage Distribution Color Mounting Light Squares' GLEON=Galleon AF=1A Drive 01=1 LED=Solid State E7=120-277V T2=Type II AP=Grey [Blank]=Arm for Round or Current 02=2 Light Emitting 347=347V° T2R=Type II Roadway BZ=Bronze Square Pole 03=3 Diodes 480=480V&' T3=Type III BK=Black EA=Extended Arm 04=4 T3R=Type III Roadway DP=Dark Platinum MA=Mast Arm Adapter' 05=5 T4FT=Type IV Forward Throw GM=Graphite Metallic WM=Wall Mount 06=6 T4W=Type IV Wide WH=White QM=Quick Mount Arm 07=74 5NQ=TypeV Narrow (Standard Length)10 08=84 5MQ=TypeV Square Medium QMEA=Quick Mount 09=9' 5WQ=Type V Square Wide Arm(Extended 10=10 SL2=Type II w/Spill Control Length)" SL3=Type III w/Spill Control SL4=Type IV w/Spill Control SLL=900 Spill Light Eliminator Left SLR=90°Spill Light Eliminator Right RW=Rectangular WideType I AFL=Automotive Frontline Options(Add as Suffix) Accessories(Order Separately) 7030=70 CRI 30001<12 OA/RA1016=NEMA Photocontrol Multi-Tap-105-285V 8030=80 CRI 3000K" OA/RA1027=NEMA Photocontrol-480V 7050=70 CRI 5000K" OA/RA1201=NEMA Photocontrol-347V 7060=70 CRI 6000K" OA/RA1013=Photocontrol Shorting Cap 600=Drive Current Factory Set to Nominal 600mAt4 OA/RA1014=120V Photocontrol 800=Drive Current Factory Set to Nominal 800ri MA1252=10kV Surge Module Replacement 1200=Drive Current Factory Set to Nominal 1200mA14•" MA1036-XX=Single Tenon Adapter for 2-3/8"O.D.Tenon F=Single Fuse(120,277 or 347V.Must Specify Voltage) MA1037-XX=2@1800 Tenon Adapter for 2-3/8"O.D.Tenon FF=Double Fuse(208,240 or 480V.Must Specify Voltage) MAI 197-XX=3@120o Tenon Adapter for 2-3/8"O.D.Tenon 2L=Two Circuits"•" MAI 188-XX=4@90o Tenon Adapter for 2-3/8"O.D.Tenon DIM=External 0-10V Dimming Leads MA7189-XX=2@900 Tenon Adapter for 2-3/8"O.D.Tenon P=Button Type Photocontrol(120,208,240 or 277V.Must Specify Vol atage) MAI 190-XX=3@90o Tenon Adapter for 2-3/8"O.D.Tenon PER7=NEMA 7-PIN Twistlock Photocontrol Receptacle MAI 191-XX=2@120o Tenon Adapter for 2-3/8"O.D.Tenon R=NEMA Twistlock Photocontrol Receptacle MA1038-XX=Single Tenon Adapter for 3-1/2"O.D.Tenon AHD145=After Hours Dim,5 Hours 18 MA1039-XX=2@180o Tenon Adapter for 3-1/2"O.D.Tenon AHD245=After Hours Dim,6 Hours" MAI 192-XX=3@120'Tenon Adapter for 3-1/2"O.D.Tenon AHD255=After Hours Dim,7 Hours" MA1193-XX=4@900 Tenon Adapter for 3-1/2"O.D.Tenon AHD355=After Hours Dim,8 Hours r' MA1194-XX=2@90o Tenon Adapter for 3-1/2"O.D.Tenon HA=500C High Ambient" MA1195-XX=3@90'Tenon Adapter for 3-1/2"O.D.Tenon MS/DIM-L08=Motion Sensor for Dimming Operation,Maximum 8'Mounting Height'°•" FSIR-100=Wireless Configuration Tool for Occupancy Sensor 30 MS/DIM-L20=Motion Sensor for Dimming Operation,9'-20'Mounting Height 20,22 GLEON-MT1=Field Installed Mesh Top for 1-4 Light Squares MS/DIM-L40=Motion Sensor for Dimming Operation,21'-40'Mounting Height 2a,2s GLEON-MT2=Field Installed Mesh Top for 5-6 Light Squares MS/DIM-L40W=Motion Sensor for Dimming Operation,21'-40'Mounting Height(Wide Range)30•2a GLEON-MT3=Field Installed Mesh Top for 7-8 Light Squares MS/X-L08=Bi-Level Motion Sensor,Maximum 8'Mounting Height z,2,,2' GLEON-MT4=Field Installed Mesh Top for 9-10 Light Squares MS/X-L20=Bi-Level Motion Sensor,9'-20'Mounting Height 20,22,25 GLEON-QM=Quick Mount Arm Kit MS/X-L40=Bi-Level Motion Sensor,21'-40'Mounting Height 20,22,25 GLEON-QMEA=Quick Mount Extended Arm Kit MS/X-L40W=Bi-Level Motion Sensor,21'-40'Mounting Height(Wide Range)20,m,'s LS/HSS=Field Installed House Side Shield',2a MS-L08=Motion Sensor for ON/OFF Operation,Maximum 8'Mounting Height 2a.21 MS-L20=Motion Sensor for ON/OFF Operation,9'-20'Mounting Height M,22 MS-L40=Motion Sensor for ON/OFF Operation,21'-40'Mounting Height 20.22 MS-L40W=Motion Sensor for ON/OFF Operation,21'-40'Mounting Height(Wide Range)20.2t LWR-LW=LumaWatt Wireless Sensor,Wide Lens for 8'-16'Mounting Height 20 LWR-LN=LumaWatt Wireless Sensor,Narrow Lens for 16'-40'Mounting Height 26 L90=Optics Rotated 90°Left R90=Optics Rotated 90'Right MT=Factory Installed Mesh Top TH=Tool-less Door Hardware LCF=Light Square Trim Plate Painted to Match Housing Z1 HSS=Factory Installed House Side Shield t8 CE=CE Marking a NOTES: 1.Customer is responsible for engineering analysis to confirm pole and fixture compatibility for all applications.Referto our white paper WP513001EN for additional support information. 2.Design Lights Consortium-Qualified.Referto www.designIights.org Qualified Products List under Family Models for details. 3.Standard 4000K CCT and minimum 70 CRI. 4.Not compatible with extended quick mount arm(QMEA). 5.Not compatible with standard quick mount arm(OM)or extended quick mount arm(QMEA). 6.Requires the use of an internal step down transformer when combined with sensor options.Not available with sensor at 1200mA.Not available in combination with the HA high ambient and sensor options at 1A. 7.Only for use with 480V Wye systems.Per NEC,not for use with ungrounded systems,impedance grounded systems or corner grounded systems(commonly known as Three Phase Three Wire Delta,Three Phase High Leg Delta and Three Phase Corner Grounded Delta systems). 8.May be required when two or more luminaires are oriented on a 90°or 120'drilling pattern.Referto arm mounting requirement table. 9.Factory installed. 10.Maximum 8 light squares. 11.Maximum blight squares. 12.Extended lead times apply.Use dedicated IES files for 3000K,5000K and 6000K when performing layouts.These files are published on the Galleon luminaire product page on the website. 13.Extended lead times apply.Use dedicated IES files for 3000K,5000K and 6000K when performing layouts.These files are published on the Galleon luminaire product page on the website. 14,1 Amp standard.Use dedicated IES files for 600mA,800mA and 1200mA when performing layouts.These files are published on the Galleon luminaire product page on the webane. 15.Not available with HA option. 16.2L is not available with MS,MS/X or MS/DIM at 347V or 480V.2L in AF-02 through AF-04 requires a larger housing,normally used for AF-05 or AF-06.Extended arm option may be required when mounting two or re fixtures per pole at 90°or 120'.Refer to arm mounting requirement table. 17.Not available with LumaWatt wireless sensors. 18.Requires the use of P photocontrol or the PER7 or R photocontrol receptacle with photocontrol accessory.See After Hours Dim supplemental guide for additional information. 19.50oC lumen maintenance data applies to 600mA,800mA and 1A drive currents. 20.The FSIR-100 configuration tool is required to adjust parameters including high and low modes,sensitivity,time delay,cutoff and more.Consult your lighting representative at Eaton for more information. 21.Approximately 22'detection diameter at 8'mounting height. 22.Approximately 40'detection diameter at 20'mounting height. 23.Approximately 60'detection diameter at 40'mounting height. 24.Approximately 100'detection diameter at 40'mounting height. 25.Replace X with number of Light Squares operating in low output mode. 26.LumaWatt wireless sensors are factory installed only requiring network components RF-EM-1,RF-GW-1 and RF-ROUT-1 in appropriate quantities.See www.eaton.com/lighting for LumaWatt application information. 27.Not available with house side shield(HSS). 28.Only for use with SL2,SL3,SL4 and AFL distributions.The Light Square trim plate is painted black when the HSS option is selected. 29,CE is not available with the LWR,MS,MS/X,MS/DIM,R R or PER7 options.Available in 120-277V only. 30.One required for each Light Square. EatIFon y 1121 Highway 74 South Peachtree City,GA 30269 Specifications and P:770A864800 dimensions subject to TD500020EN Powering Business Worldwide www.eaton.com/lighting change without notice. 2016-09-2815:31:55 T1249-DESIGN LEVEL 2 Manchester,CT Pole Color Per Survey-Gray Fixture Voltage Per Survey-480V EXISTING LAMP TYPE-1000W Metal Halide I I Z 14 Total Watts=7825 "A 0 0) ICU Pepe 1 f