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HomeMy WebLinkAboutSite Plan of Development (79) TOWN OF SOUTH WINDSOR PLANNING&ZONING COMMISSION APPLICATION FORM Application No: Or7 ,vED Official Receipt Date: -�2 /4 A Receipt No: 8 20OZ SOUTH UNDSOR PLANNING DEPT. APPLICANT: DST Realty Connecticut, Inc. PROJECT NAME: DST Outnn_t L= si nn ADDRESS: 333 West Fl eyenth St 1, Stii t-(- 1 01 ., Kansas Ci t�z' Riff) 641 n-i OWNER OF RECORD ON LAND RECORDS: Samr ADDRESS: COMPLETE LOCATION OF PROPERTY: 125 Ellington Road 6 2,22-26,28 ASSESSOR'S MAP # 5 PARCEL#25-27 ZONE-1-291 cp NAME, ADDRESS, TEL& FAX # OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: Peter R. DeMallie, Principal, Design Professionals, Inc. 165 South Satellite Road. South Windsor, CT 06074 Tel 291-8755 Fax 291-87 7 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) (Public Hearing Required) ❑ Temporary and Conditional Permit for (Public Hearing Required) ❑ Major Home Occupation for (Public Hearing Required) ❑ 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 Commis ion. /Acrent Applicant /Agent for Owner Si ature of Applicant Signature of Property Owner Appl #02-07P, DST Output Expansion Planning Department Report 1. R 1 ro for-con ct-a 103-,-0-00-.-square-foot-e-xpansion to t -buiilding-at in , Maximum impervious coverage allowed is 70%, 25% proposed. Proposed building height is 36 feet; 60 feet allowed. Lc dam; is ac - . 2. DST O ut is l ea din cl e roximity-t e reco -- tructio proj t for the inte ecti n Rout 5 d R to 3 a r�eons Zio pr j ec 1 r In R6 ute 30 o that it i ersects o e 5 direfz�ly acros om t e -291 ramps (through the existing commuter parking lot). co i will_begjn-_ thl� cnri cr ,� e o . appr o e ; if the Town of East Hartford does not grant a curb cut permit, the driveway will be removed from the plans. 3. T iiMe p pos 1 i clud�s-a jo�ging ih�br the efnpl�yee,s�at follo -the-& e— pe r 4. There will be no outdoor storage; all business will be conducted within completely enclosed buildings. 5. :P-aAdng-reruiremmt-i ;Ahe-applicant is proposing _w re uesting a waiver of 89 spaces based -on - --Idffoo licant i p oposi g to add a Loa- rhgidock faciJx urnham Str t, about t bac fro th street. he la scap ng pl show a varie o treesd tha shoul p to soft e appear c f the loa ' ock fr the 7. WeD O reviewe this to on Ma dh andfrio ed tha the�ign/g-, fgr'the csh u be ved o ad a d addome a dsca n 1 g z� 8. The proposal includes a dual-purpose swale that will serve for both detention and water quality renovation. Our Environmental Planner, Jeff Folger, has indicated that the swale is beneficial, but he does suggest a dense wildflower mix on both sides of Swale to encourage mosquito-eating insects such as dragonflies. 3 0 Ira _rl vlc c l 0 J� 9. The applicant received IWA/CC approval on March 6, with bonds of$5,000 for erosion & sediment control, and $10,000 for wetlands plantings; specimen beech trees to be shown on plan; and no regular mowing east of existing detention pond. 10.South Windsor Police Department has reviewed the site and has no comments. 1 Water Pollution Control Authority approval for the sewers was granted on March 11. 12.If there are any new dumpsters? If yes, they must be on a concrete pad, screened. 13.The Town of East Hartford was notified of this application as required by State Statute. 14.If this application is approved, the Planning Dept requests no additonal modifications other than already noted. [j RPA R E A L T Y esr sy OMe Osr inmVie DST output DST%QNV February 5, 2002 Subject: Letter of authorization To Whom It May Concern: Please be advised that this document authorizes Peter R. DeMailie of Design Professionals, Inc.to act on behalf of DST Realty of Connecticut, Inc. In applying for and signing any land use permit applications as our authorized agent on the project we refer to as*125 Ellington Road, South Windsor". If you have any questions or require additional Information, please don't hesitate to contact me directly at(916) 939-5719. Thank you in advance for y r assistance in this matter. Jim Backer, V.P. Real Estate and Property Management RPA Realty Cc: Thomas McGee, DST Realty JRB/bfj 4611 Golden FaofNk Partway S 3 El Dotado H k CA 96762-5712 USA i TN ♦1010030-um I r DESIGN PROFESSIONALS, INC. civil engineers .planners • surveyors • gis •gps Transmitted via certified mail February 8,2002 Dear Current Abutting Property Owner Re: DST Output Expansion DPI Project No. 02-1567 125 Ellington Road South Windsor,Connecticut In accordance with regulations of the Inland Wetlands Agency and the Planning&Zoning Commission,we are required to notify you that an application has been filed on the property abutting yours and is subject to a hearing(s)by the Inland Wetlands Agency and Planning& Zoning Commission. The applications and plans are on file with the South Windsor Planning Department in the Town Hall. As an abutting property owner you are invited to the hearing(s) to ask questions and/or give comments,however,you are not required to attend. You may also submit written comments regarding the application(s)prior to the meeting if you so desire. For further information G regarding the specific date this application will be heard,please contact Kelli Gaetano,, Administrative Secretary,Michele Lipe,Deputy Planning Director,or Jeffrey Folger, Environmental Planner,at the South Windsor Planning Department at 644-2511, ext. 253, 252 or 229,respectively. Thank you. Sincerely, DESIGN P OFESSIONALS,INC. By: Peter R. DeMallie Principal cc: Jeffrey Folger Marcia Banach Matthew Galligan, Town Manager Bob Wolpert,DST Output Tom McGee, DST Realty John Brush,DST Realty Dale Meyer, TranSystems Corp. Irwin Hausman,Esq. 165 South Satellite Road, South Windsor, Connecticut 06074 Tel: (860)291-8755 •Fax: (860) 291-8757 DESIGN PROFESSIONALS, INC. civil engineers .planners . surveyors . gis .gps DST Output Expansion Direct Abutters List DPI Project No. 02-1567 February 8,2002 May/Lot No. Prove Proverty Owner(s) Mailine Address 5/28 Meyer Gage Company, Inc. 230 Burnham St. South Windsor, CT 06074 5/29 Meyer Gage Company, Inc. 230 Burnham St. South Windsor, CT 06074 6/2 State of Connecticut R020 Ellington Road South Windsor, CT 06074 6/4 Morgan J. Bradley,Jr. 423 Chapel Road South Windsor, CT 06074 6/7 Kenneth F. Comeau 164 School St. East Hartford, CT 06108 6/18 Dominic A. Maulucci 150 Bolton Road Bolton, CT 06043 6/21 Dennis J. &Maryann C. Coughlin 328 Burnham St. South Windsor, CT 06074 6/27 Joseph W. Jones 15 Waterslide Ln. West Hartford, CT 06107 165 South Satellite Road, South Windsor, Connecticut 06074 Tel: (860)291-8755 •Fax: (860)291-8757 DESIGN PROFESSIONALS, INC. civil engineers .planners • surveyors . gis .gps Narrative Statement DST Realty Connecticut,Inc. February 8, 2002 In the summer of 1998, DST Realty, Inc. received approval from the Town of South Windsor, Connecticut to build a new 150,000 square foot state-of-the-art facility for Output Technologies,Inc.,a wholly owned subsidiary of DST Systems, Inc. of Kansas City,Missouri. DST Realty Connecticut,Inc. subsequently acquired the 25.58-acre site adjacent to Interstate 291 (Exit 4) and U.S. Route 5 and contracted with the J.E. Dunn Construction Co., also of Kansas City,to erect the building,which was completed and occupied in 1999. The building now contains some 300 associates. DST Realty Connecticut subsequently acquired an additional 21.73 acres, and now plans to expand the facility to over 250,000t square feet by erecting a 102,772 square foot addition, providing new production,receiving and warehousing capabilities for DST Output,Inc. (formerly Output Technologies,Inc.). DST Output is planning to expand the South Windsor processing facility to accommodate its long-term business needs and to improve its nationwide disaster recovery capability. With this expansion,the facility will be better equipped to manage future distributive print requirements of large national customers as business needs dictate. The building's architect is TranSystems Corp. of Kansas City, and site engineering is being r performed by Design Professionals,Inc. of South Windsor. Both firms are members of the original design team. Applications are being prepared for submission to various land use regulatory agencies, including the local Planning&Zoning Commission, Inland Wetlands Agency, and the Water Pollution Control Authority, as well as state agencies,including the State Traffic Commission and the Department of Environmental Protection. In preparing the site plans,the design team has had assistance from Town staff,including Town Manager Matthew Galligan. The project's timetable includes municipal application submissions on or around February 8, 2002. Construction is anticipated to commence later this year. DST Output has more than 30 years of experience helping the world's leading companies create lasting,profitable relationships with their customers. The company integrates print and electronic communications solutions for businesses in a variety of industries and produces in excess of 2 billion communications each year. DST Output's 150,000 sq. ft. processing facility on 47.31 acres at 125 Ellington Road in South Windsor boasts cutting-edge technology and an enhanced processing environment,which enables its more than 300 employees to produce accurate and timely communications solutions for clients and their customers. With advanced state-of the-art,high-speed digital equipment,this facility processes checks,statements,brochures,and invoices for various clients,predominately in the mutual funds, video services, and brokerage markets. The company has 4,000 associates at multiple locations throughout the United States,Canada and the United Kingdom. 165 South Satellite Road, South Windsor, Connecticut 06074 Tel: (860)291-8755 •Fax: (860) 291-8757 1 DESIGN PROFESSIONALS, INC. civil engineers .planners . surveyors . gis Drainage Statement DST Output Route 30 South Windsor,Connecticut The site is located on the east side of Route 30 and the north side of Burnham Street. The site was previously developed with a 150,000 S.F. building, and associated parking and loading areas. As part of the previous development, a large detention pond was designed on the site. The original pond ended up as a retention pond,but due to the high groundwater elevations, was converted into a detention pond. The pond has an outlet into the Route 30 storm drainage system. As part of the permitting of the detention pond outlet with the state DOT, the outlet was designed for additional development on the site. The pond outlet was designed to allow for an addition of 150,000 S.F.with associated parking and loading areas. The site development will be adding additional storage volume to the pond in the form of a long linear water quality Swale that will run from the southern end of the pond in the area of the existing wet swale, east to the eastern property line, than south along the eastern property line to Burnham Street, and west along Burnham Street for most of the frontage. The Water Quality Swale will collect runoff from the additional building roof, and paved areas around the side and rear of the new addition. The existing detention pond on site has been designed to provide detention for the original site and an additional development of 150,000 S.F. with associated paving and loading areas. The proposed development will be adding only 103,000 S.F. addition. The proposed water quality swale will also add significant additional volume. Therefore,the site has been designed to more than adequately detain peak runoff volumes from the site. The water quality swale will mitigate water quality impacts from the site development. y FROM BUBARIS TRAFFIC ASSOCIATES PHONE NO. 203 397 3642 Feb. 11 2002 12:41PM P1 ra AR08 i n��, L rya w 1F PLANNING _rFO) 1Ll [F�C 14 I ENGINEERING IN OF AND DESIGN �as'sm)aQTES, 270 Amity Load, Suite 130 Woodbridge, CT 06525-2236 Telephone: (203)397-3600 Telecopier. (203)397-3642 RK TO: Marcia Banach, Director of Planning,Town of South Windsor,CT Fmm James G. Bubads,P.L. rwa 1-WOtA4-7280 Pages; Two(2) Phone 1-860-64 2511,X 250 Date: February 11,2002 RIM Preliminary Traffie Assessment DST Output Technologies 125 Ellington Road(Route 30) CC: Peter DeMalfre,Design Professionals,Fax No. 1-860-291-8757 •Connuents: We have been requested to provide a preliminary traffic assessment for the proposed expansion of the subjeCk facility to add an additional 150,000 SF of building area and 150 parking spaces. The existing faclity consists of about 164,700 SF of building area and 417 parking spaces, with sole access/egress via Route 30. The expanded facility will continue to be served by the existing acceseegress on Route 30, with an additional acoess/egress on Burnham Street at the southern end of the parcel to be primarily used for truck deliveries, although also by employees. The facility will continue to house office,production(fight industrial),and storage(warehousing)functions_ ConnDOT will be relocating Route 30 north of this site to intersect Route 5 opposite the Interstate 291 Eastbound Ramps, Route 30 south of the site and the railroad will be terminated in a cul-de-sac south of the site and the railroad while maintaining its existing connection to Route 5 at its southern end,and Burnham Sweet in avast Hartford will be reconstructed. The existing facility has been certified by the STC as a major traffic generator where it was found that it would not adversely impact the surrounding roadway network The proposed expansion of this facility will also require STC review and approval, and because of its size and location, the analyses to be conducted will include the following study area: FROM BUBARIS TRAFFIC ASSOCIATES PHONE NO. : 203 397 3642 Feb. 11 2002 12:42PM P2 February 11,2002 a) Route 5 at Route 30 and Bumham Street b) Route 5 at Interstate 291 Fastbound Ramps c) Route 5 at Interstate 291 Westbound Ramps d) Route 5 at Interstate 291 Westbound Off Ramp e) Route 5 at Interstate 291 Westbound On Ramp f) Route 5 at Chapel Road g) Route 30 at Chapel Road h) Route 30 at Existing Site Drive i) Bumham Street at Proposed Site Drive Operational evatuations at the time the initial,existing phase of this WIfty was under consideration indicated that the facility should not adversely impact traffic operations on the surrounding roadway network_ Operational analyses showed levels of service A through C throughout the study area. We are currently in the process of obtaining and reviewing appropriate data from ConnDOT regarding the proposed relocation of Route 30 opposite the Interstate 291 Eastbound Ramps at Route 5,and the reconstruction of Bumham Street_ Although we can expect a doubling of site generated traffic with the proposed expansion,the proposed roadway improvements will serve to favorably redistribute background traffic volumes in this study area to maintain satisfactory traffic operational levels. Our preliminary evaluations show that levels of service throughout the study area will remain at satisfactory levels,and that the proposed expansion of this facility should continue not to have an adverse impact. Once we obtain and evaluate the requested data from ConnDOT,we will prepare and distribute a comprehensive analysis for your review and oonsideration. • Page 2 PLANNING DEPARTIIIENT TRANSMITTAL DATE: r � Z TO: WE ARE SENDING YOU: 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 NO.OF COPIES APPLICATION NUMBER PROJECT/APPLICANT � Z - 0-7 u d4— THESE ITEMS ARE TRANSMITTED: For review and comment - O For your files O For your use O As requested O Other PLEASE RETURN/COM1M3 N'T BY: jC o►� d a�f r,/ w,S , c�/�l�PL ,Z/( COMMENTS: I yl L ,v�i f C.u/` c r ( L°✓ �'l�.f c C d,G l� 6 -irk f ,rn 2 Y-0 a yr L62 Gt/,-C4G Copy to: From: Planning Department- 10/98 February 15, 2002 CERTIFIED MAIL Town Clerk Town of East Hartford 740 Main Street East Hartford, CT 06108 Dear Madam/Sir: Re: Notice to Adjoining Municipalities — App102-07P,DST Realty Connecticut, Inc.,request for site plan of development approval for a 130,OOOt square foot addition on 47.31 acres at DST Output facility, 125 Ellington Road, I-291 CD Zone 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 DST Realty Connecticut, Inc. Please see enclosed a key map of the proposed plan. This application is tentatively scheduled to be heard by the Planning&Zoning Commission on March 19, 2002, 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/kag Enclosure TIMOTHY D.R1RSON 1 OWN O�{v , J�V 1 l TFORD (860)291 73Fi1 1 740 Main Street F UY(sso)289.0s:1 i East Hartford', Conne&ieut 06108 DEPARTMEVT OF PUBLIC WORKS w 28 February 2002 MAR 12002 Mr. Peter DeMallie, Principal Design Professionals, Inc. S0v'i f�`11;IINDSO;R PUAN ril �Y i 165 South Satellite Road South Windsor, CT 06074 RE: DST Output Expansion, 125 Ellington Road. South Windsor,CT Dear Mr. DeMallie, I am in receipt of your preliminary site plan and letter dated 18 February 2002 regarding the subject project. After reviewing your request for a driveway permit, I have concluded that the plan submitted is insufficient for our review. Please submit the following information so that staff may proceed with a thorough review of your request. • Boundary Survey data, including right-of way of Burnham Street and political boundary in the vicinity of the proposed driveway. • Utility and grading plan. • Traffic impact study for the facility. Include a description of the proposed traffic circulation. • Detailed plans for the location and layout of the proposed curb cut. Include dimensional information relating to the layout of the proposed driveway. Please include operational aspects as well [i.e.,gated access vs.open]. Include pertinent information regarding any signs and markings to be utilized at this proposed driveway. • Sight distance measurements at the proposed driveway. • Your analysis concerning alternatives to this driveway,and reasons for discarding such alternatives. • Copy of the application for STC certification for the proposed facility. • Your letter of February 18 indicated that a second driveway is contemplated. Please confirm. If a second driveway permit is required, please detailed information regarding the layout and use of that driveway as well. If you have any questions regarding this matter please contact Town Engineer M. Denise Horan at 291- 7380. Sincerely. ;�'A5-� Billy G. Taylor, P.E. Director of Public Works cc: Timothy D. Larson, Mayor Jeffery Doolittle, South Windsor Town Engineer ✓Marcia Banach, South Windsor Town Planner ' In1 I�1t 270 Amity Road v Q R 8 \_I PLANNING Woodbridge,Connecticut 06525 \�FENGINEERING ' Q O Q \_WAND DESIGN Telecop er: (203)397-3642 March 5, 2002 ' Ms. Marcia Banach Director of Planning ' Town of South Windsor 1540 Sullivan Avenue South Windsor, CT 06040 RE: SITE TRAFFIC EVALUATION STUDY ' DST OUTPUT, INC. EXPANSION 125 ELLINGTON ROAD (ROUTE 30) SOUTH WINDSOR, CONNECTICUT Dear Ms. Banach: Reference is made to the proposal to expand the existing facility formerly known as Output Technologies Inc. (OTI), on the parcel of land located on the east side of Connecticut Route 30 (Ellington Road), about 1/3-mile north of U.S. Route 5 ' (John Fitch Boulevard) at Burnham Street, in the Town of South Windsor, Connecticut. ' The expanded facility, to be known as DST Output, Inc. (DST), will continue to be served by the existing North Drive at the northern end of the parcel on Route 30, and a new South Drive will be constructed at the southern end of the parcel ' intersecting Burnham Street in the Town of East Hartford primarily intended for truck deliveries. The table below summarizes the existing and proposed design parameters: Design Parameters Existing Proposed Total Building Area: 150,000 SF 108,081 SF 258,081 SF Parking Area: 342 Spaces 61 Spaces 403 Spaces Employees First Shift: 262 55 317 Second Shift: 44 28 72 Third Shift: 46 37 83 Temporaries: 8 8 16 ' Total: 360 128 488 ' 2 ' Introduction The expanded facility will house the DST operation, which is a facility that processes checks, statements, brochures, and invoices for various clients, predominantly in the mutual funds, video services, and brokerage markets. About 40 percent of the operation will continue to consist of office staff, while 60 ' percent of the operation consists of production workers. The expanded facility will continue to contain areas for office functions, production functions, and storage functions. The proposed expansion is intended to increase production and processing capabilities while maintaining the same office staff. The first phase of this facility was evaluated and approved by the State Traffic ' Commission (STC) under Section 13-311 of the Connecticut General Statutes which stipulates that all developments that either abut or materially impact a State highway, and that have development parameters that either exceed ' 100,000 square feet of building area or 200 parking spaces, require the issuance of a Certificate of Operations. STC Certificate No. 1398 was issued for the first phase of this project in September 1998. Given the size of the facility and its ' location on a State highway, the proposed expansion will also require review and approval by STC. ' Plans are to begin construction of this development by summer of this year with plans to have the expansion completed and occupied by the fall of this year. ' Please refer to Exhibit 1 of the Appendix that locates this site with respect to the surrounding roadway network. ' The construction of two Connecticut Department of Transportation (ConnDOT) projects in the immediate area will soon commence which will serve to mitigate the impact the subject development. Both projects are scheduled to be completed and open for use by the end of 2003, coinciding with the completion and opening of the expanded DST facility. ' ConnDOT Project No. 132-126 involves the realignment of Route 30 south of the North Drive serving the subject DST facility. The southern terminus of Route 30 at U.S. Route 5 at Burnham Street will be relocated easterly about 160 feet to form a three-way, unsignalized intersection with Burnham Street east of the four- way, signalized intersection of U.S. Route 5 at Burnham Street. Route 30 just ' south of the railroad tracks located just south of the DST North Drive will-be terminated at a cul-de-sac. North of the railroad tracks, Route 30 will be realigned to intersect U.S. Route 5 at the Interstate 291 Eastbound Ramps and ' to provide a new traffic signal at the new U.S. Route 5 intersection. 3 ' ConnDOT Project No. 42-272 involves the reconstruction of Burnham Street in East Hartford along the South Windsor town line. This project extends from the ' realigned Route .30 at Burnham Street intersection, which is part of the previous project, easterly to a point about midway between Delores Drive and Depauw Circle, located about 4/1 0-mile east of U.S. Route 5. The proposed South Drive ' for the subject DST facility will intersect the north side of the reconstructed section of Burnham Street. ' The analyses which follow evaluate both background (i.e., no-build) and combined (i.e., build) traffic operations for the analysis year 2003 when it is anticipated that the expanded DST facility and the two ConnDOT Projects will be ' completed and open for use. Background Conditions Given the nature of this development and the manner in which it interfaces with ' the surrounding roadway network, the selected study area for the proposed expansion consists of the following intersections in the location map shown as Exhibit 1 of the Appendix. The "background" conditions include the proposed ' changes to be made along Route 30 in South Windsor and Burnham Street in East Hartford within the next two years via ConnDOT Projects Nos. 132-126 and 42-272, respectively. ' • Route 30 at Chapel Road • Route 30 at DST North Drive ' U.S. Route 5 at Interstate 291 Westbound Ramps • U.S. Route 5 at Interstate 291 Eastbound Ramps and Realigned Route 30 • U.S. Route 5 at Burnham Street • Burnham Street at DST South Drive Route 30 at Chapel Road: This is a four-way signalized intersection with Route ' 30 running north-south, and Chapel Road running east-west. Both the Route 30 northbound and southbound approaches are two lanes wide, consisting of one left lane, and one combination through/right lane. Both the Chapel Road ' eastbound and westbound approaches are two lanes wide, consisting of one left lane, and one combination through/right lane. The traffic signal operates to provide four vehicular phases with the Route 30 northbound advance moving ' first, followed by the Route 30 northbound and southbound movements, followed by the Chapel Road eastbound advance movements, followed by the Chapel Road eastbound and westbound movements. ' 4 ' Route 30 at Existing DST North Site Drive: The existing North Drive intersection is a three-way intersection, with Route 30 running east-west, and the site drive intersecting Route 30 on the east side. A 156-space commuter parking will be ' installed on the west side of Route 30 opposite the DST North Drive as part of ConnDOT Project No. 132-126. Route 30 in the vicinity of the site is 30 feet in width, with one lane in each direction, and will remain as such once Route 30 is ' realigned south of this location. The site drive is 24 feet in width, with one inbound and one outbound lane. The outbound, westbound site drive lane is controlled by a Stop sign to process right and left turns onto Route 30. U.S. Route 5 at Interstate 291 Westbound Ramps This is a three-waysignalized g intersection with U.S. Route 5 running north-south, and the Interstate 291 Westbound On and Off Ramps as the west leg. There is also an on-bound ramp connecting the U.S. Route 5 Southbound lanes with the Interstate 291 Westbound lanes, directly north of this intersection, that is unsignalized and free- flowing. The U.S. Route 5 three-lane northbound approach consists of one dedicated left-turn lane, and two through lanes. The U.S. Route 5 two-lane ' southbound approach consists of two through lanes. The Interstate 291 Westbound Off Ramp three-lane (eastbound) approach consists of two left lanes, and one right lane. The traffic signal control system along U.S. Route 5 ' provides interconnected operation, with the U.S. Route 5 northbound approach moving first to accommodate the left-turns onto Interstate 291, followed by the U.S. Route 5 northbound and southbound movements, followed by the Interstate ' 291 Westbound Off Ramp (eastbound) movements. U.S. Route 5 at Interstate 291 Eastbound Ramps and Realigned Route 30: This will be a four-way signalized intersection with U.S. Route 5 running north-south, the Interstate 291 Eastbound On and Off Ramps as the west leg, and Realigned Route 30 as the east leg. There will remain an unsignalized, free-flowing, on- bound ramp connecting the U.S. Route 5 Southbound lanes with the Interstate 291 Eastbound lanes, directly north of this intersection, and an unsignalized, free-flowing, off-bound ramp connecting the Interstate 291 Eastbound lanes with ' the U.S. Route 5 Southbound lanes, directly south of this intersection. The U.S. Route 5 northbound approach will be widened to four lanes to consist of one dedicated left-turn lane, two through lanes, and one dedicated right lane. The ' U.S. Route 5 southbound approach will remain at three lanes consisting of one dedicated left-turn lane, one through lane, and one combination through/right lane. The Interstate 291 Eastbound Off Ramp will be widened to three lanes to provide two dedicated left-turn lanes, and one through lane. The Realigned Route 30 westbound approach will be two lanes wide consisting of one dedicated left-turn lane and one combination through/right lane lane. The traffic ' signal control system along U.S. Route 5 will continue to provide interconnected operation, with the left turns from U.S. Route 5 moving first, followed by the U.S. Route 5 northbound and southbound through and right-turn movements, ' 5 followed by the Interstate 291 Eastbound Off Ramp movements, followed by the realigned Route 30 westbound movements. U.S. Route 5 atBumham Street:This is a four-way signalized intersection with U.S. Route 5 running north-south, Burnham Street running east-west, and a one- way section of Route 30 as the fifth leg running northeasterly away from the ' intersection. The Route 30 one-way leg will be removed from this intersection and relocated to a point easterly to intersect reconstructed Burnham Street as a two-way road. The U.S. Route 5 northbound approach will remain as four lanes consisting of one dedicated left-turn lane, two through lanes, and one dedicated right-turn lane for turns onto the east leg of Burnham Street. The U.S. Route 5 southbound approach will remain as three lanes consisting of one dedicated left- turn lane, one through lane, and one combination through/right lane. Both the Burnham Street eastbound and westbound approaches will remain as one-lane approaches to accommodate combination left/through/right movements. The traffic signal control system along U.S. Route 5 will continue to provide interconnected operation, with the left turns from U.S. Route 5 moving first, ' followed by the U.S. Route 5 northbound and southbound through and right-turn movements, followed by the Burnham Street eastbound and westbound movements. ' Bumham Street at Proposed DST South Site Drive:The proposed site drive intersection will be a three-way intersection, with reconstructed Burnham Street running east-west, and the site drive intersecting Burnham Street on the north side. Reconstructed Burnham Street in the vicinity of the site drive will be 30 feet in width, with one lane in each direction. The proposed site drive will be 24 feet ' in width, with one inbound and one outbound lane. The outbound, southbound site drive lane will be controlled by a Stop sign to process right and left turns onto Burnham Street. ' Background Traffic Volumes ' Manual turning movement counts were recently conducted at the existing Route 30 at DST North Drive intersection to serve as the basis for comparing actual peak hour traffic volumes to those estimated in 1998 at the time the first phase ' of this project was planned and approved. The weekday commuter am peak count was conducted from 7:00 am to 9:00 am, and the weekday pm peak count was conducted from 4:00 to 6:00 pm. In addition, am and pm peak hour traffic volume projections from ConnDOT's Design Liaison Section were obtained and reviewed for the new intersection of ' U.S. Route 30 at the Interstate 291 Eastbound Ramps and Realigned Route 30 to serve as the basis for determining the redistribution of background peak hour traffic volumes on the surrounding roadway network. f 6 Finally, a review was made of the combined, build am and pm peak hour traffic volume projections that were made for the first phase of this project for the all of ' the intersections defined above within the defined study area. All of the foregoing data were reviewed and adjusted to reflect the impact of the ' proposed realignment of Route 30 to intersect U.S. Route 5 opposite the Interstate 1-291 Eastbound Ramps, and the relocation of the southern terminus of Route 30 to intersect Burnham Street east of U.S. Route 5. Reference is made to Exhibits 2 and 3 of the Appendix which graphically depict the projected 2003 Background (no-build) AM and PM Peak Hour Traffic ' Volumes for the subject study area reflecting actual conditions at the subject DST facility, and the impact of the proposed roadway and traffic control improvements planned in the immediate area over the next few years. r Site-Geneted Traffic a Reference is made to Table 1 on the next page of this study that summarizes various trip generation estimates and measurements for the existing and ' expanded DST Output facility. For the Phase 1 development, our 1998 study estimated am and pm peak hour volumes at 204 and 227 vehicles per hour, respectively, by considering the sizes of the various components of the development, including office, production, and storage. Traffic volume measurements made recently at the existing facility showed actual am and pm peak hour volumes of 166 and 85 vehicles per hour, ' respectively, or values that are from 37% (i.e. 85/227 in the pm) to 81% (i.e., 166/204 in the am) of the original estimates. Therefore, the existing facility is a relatively low traffic generator for its size, and has yet to achieve the projections that were reviewed and approved by the STC. As shown in the Design Parameters table on Page 1 of this study, the total number of employees for the existing DST facility is 360 employees over three shifts of operation. The proposed DST expansion will add another 128 employees over three shifts, for a total of 488 employees, or an increase of 36 percent (i.e., 128 additional employees/360 existing employees) in the number of employees. If we assume a corresponding 40 percent increase (i.e., by rounding up 36% to 40%) in the amount of site-generated traffic volumes, Table 1 indicates that the total trip generation for the existing and expanded DST facility would be 233 vehicles per hour during the am peak, and 119 vehicles per hour during the pm peak, or an increase of 67 and 34 vehicles per hour over existing levels during the am and pm peaks, respectively. TABLE 1 SUMMARY OF SITE-GENERATED TRAFFIC VOLUMES PROPOSED DST OUTPUT, INC. EXPANSION SOUTH WINDSOR, CONNECTICUT ACTUAL COUNT PROPOSED PROJECTIONS DATA BASED DATA BASED FOR ON 306 ON 389 EMPLOYEES PHASE 1 EMPLOYEES (1st&2nd SHIFTS) TOTAL NEW 1998 STUD 1 st&2nd SHIFTS ACTUAL X 1.4 L_ETRAFFIC AM PEAK IN 178 127 178 61 HOUR OUT 26 39 55 16 TOTAL 204 166 233 67 PM PEAK IN 39 6 8 2 HOUR OUT 190 79 111 32 TOTAL 227 85 119 34 Bubaris Traffic Associates March 2002 ' 7 ' When compared to the initial analyses conducted in 1998, these new am and pm peak hour totals of 233 and 119 vehicles per hour, respectively, are 114% (i.e., 233/204) and 52% (i.e., 119/227) of the original estimates reviewed and approved by the STC. Therefore, the expanded DST facility will generate comparable peak hour volumes to what were originally estimated for the first phase, and would have an insignificant impact over what was originally estimated and approved. A review of Table 1 shows that the DST expansion would result in 67 to 34 additional vehicles per hour during the am and pm peak hours. Since the new South Site Drive on Burnham Street may result in a redistribution of site- generated traffic volumes, and for the purpose of evaluating a "worst case" ' scenario, it has been assumed that the NEW site-generated traffic will all be oriented to and from the new South Drive. ' Reference is made to Exhibit 4 of the Appendix that graphically summarizes the Site-Generated Traffic Distributions for the AM and PM Peaks for the NEW site- generated traffic component of the proposed expansion. For Exhibit 4, it has been assumed that the NEW component will be distributed 25 percent to and from the east via Burnham Street, and 75 percent to and from the west via 1 Burnham Street, and additionally, that this 75 percent will be oriented to and from the south via U.S. Route 5. Reference is made to Exhibits 5 and 6 of the Appendix that graphically depict the Site-Generated AM and PM Peak Hour Traffic Volumes for the proposed DST expansion. Exhibits 5 and 6 were developed by multiplying the site-generated ' NEW traffic volumes shown in Table 1 by the site-generated traffic distributions shown in Exhibit 4 of the Appendix. Operations Analysis The 2003 Background AM and PM Peak Hour analyses, representing the no- build condition, are based on the peak hour traffic volumes shown as Exhibits 2 and 3 of the Appendix. The 2003 Combined AM and PM Peak Hour analyses, representing the build condition with the addition of the proposed DST expansion, are based on the peak hour traffic volumes shown as Exhibits 7 and 8 of the Appendix. Exhibits 7 ' and 8 were developed by combining the Background Traffic Volumes from Exhibits 2 and 3 with the Site-Generated Traffic Volumes from Exhibits 5 and 6. ' 8 Intersection capacity analyses were performed for the six (6) study intersections utilizing the methodology described in the latest edition of Highway Capacity Manual, Special Report 209, Transportation Research Board, 1985, updated to 2000. Application of this methodology was facilitated by use of Highway Capacity Software, developed by the Federal Highway Administration, 1988, updated to 2000. Capacity analyses are utilized to determine a Level of Service (LOS) for a given intersection operating under either signalized or unsignalized control. In the case of unsignalized intersections, Level of Service (LOS) is defined in terms of the average control delay for the approach or movement evaluated. Control delay involves movements at slower speeds and stops on intersection approaches as vehicles move up in the queue or slow down upstream of an intersection. The delay experienced by a motorist is comprised of factors that relate to control, geometrics, traffic, and incidents. Total delay is the difference between the travel time actually experienced and the reference time that would ' result during base conditions in the absence of incident, control, traffic, or geometric delay. Control delay includes initial deceleration delay, queue move- up time, stopped delay, and final acceleration delay. At two-way stop-controlled and all-way stop-controlled intersections, control delay is the total elapsed time from a vehicle joining the queue until its departure from the stopped position at the head of the queue. The control delay also includes the time required to decelerate to a stop and to accelerate to the free-flow speed. Level of Service for a two-way stop-controlled intersection is determined by the computed or measured control delay and is defined for each minor movement. LOS for a two- way stop-controlled intersection is not defined for the intersection as a whole. In today's environment, Levels of Service D to F are common and are often experienced on minor street approaches to major streets carrying relatively high traffic volumes. Please refer to Exhibit 9 in the Appendix, which provides details on the definitions of Levels of Service for unsignalized intersections. 1 In the case of signalized intersections, Level of Service (LOS) is defined in terms of control delay, which is a measure of driver discomfort, frustration, increased fuel consumption, and lost of travel time. The delay experienced by a motorist is comprised of a number of factors that relate to control, geometric, traffic, and incidents. Total delay is the difference between the travel time actually experienced and the reference travel time that would result during base conditions in the absence of traffic control, geometric delay, any incidents, and any other vehicles. Specifically, LOS criteria for traffic signals are stated in terms of the average control delay per vehicle, typically for a 15-minute analysis period. Delay is a complex measure and depends on a number of variables, including the quality of progression, the cycle length, the green ratio, and the volume-to- capacity (v/c) ratio for the lane group. In the case of signalized intersections, the 1 9 Level of Service for each approach is computed, and an overall Level of Service for the entire intersection is determined. In today's environment, Levels of Service C to D are considered acceptable, and Levels of Service A to B are not often achieved at signalized intersections. Please refer to Exhibit 10 in the Appendix, which provides details on the definitions of Levels of Service for signalized intersections. The results of the capacity analyses, which compare 2003 background (no- build), and 2003 combined (build) conditions with the proposed DST expansion in place, are summarized in Table 2 on the next page. The computer-generated worksheets for these capacity analyses are included as Exhibits 11 through 16 of the Appendix as follows: • Exhibit 11 — Route 30 at Chapel Road (unsignalized) Exhibit 12 — Route 30 at Existing DST North Drive (unsignalized) Exhibit 13 — U.S. Route 5 at 1-291 Westbound Ramps (signalized) Exhibit 14 — U.S. Route 5 at 1-291 Eastbound Ramps & Realigned Route 30 (signalized) • Exhibit 15 — U.S. Route 5 at Burnham Street (signalized) • Exhibit 16 — Burnham Street at Proposed DST South Drive (unsignalized) A review of the results of the capacity analyses summarized in Table 2 indicates that all of the intersections within the defined study area will continue to operate at satisfactory levels of service in the year 2003 with the introduction of site- generated traffic traveling to and from the subject DST expansion. The ' proposed expansion will not alter the levels of service that would otherwise exist without the expansion in place. A review of Table 2 shows that all three of the existing signalized intersections will continue to operate at overall levels of service B (i.e., good) to C (i.e., average), with none of these levels changing as the result of the proposed DST ' expansion. In addition, the new signalized intersection of U.S. Route 5 at 1-291 Eastbound Ramps and Realigned Route 30 will continue to operate at overall level of service D (i.e., fair), with no changes as the result of the subject DST expansion. Finally, a review of Table 2 shows that the two site drive intersections will operate at levels of service A (i.e., very good) to B (i.e., good), including the existing North Drive on Route 30, and the proposed South Drive on Burnham Street. TABLE 2 SUMMARY OF CAPACITY ANALYSES PROPOSED DST OUTPUT, INC. EXPANSION SOUTH WINDSOR,CONNECTICUT ROUTE 30 AT CHAPEL ROAD 200BACKGROUND3 COMBINED AM PM AM PM EASTBOUND B B B B ' WESTBOUND B B B B NORTHBOUND B B B B SOUTHBOUND C B C B OVERALL B B B B DELAY 16.4 13.2 16.4 13.2 PC FILE 1822 1823 1824 1825 ROUTE 30 AT DST OUTPUT NORTH DRIVE 2003 2003 BACKGROUND COMBINED AM PM AM PM SOUTHBOUND A A A A WESTBOUND B B B B DELAY 13.4 13.4 13.4 13.4 PC FILE 1826 1827 1828 1829 U.S.ROUTE 5 AT 1-291 WESTBOUND ON/OFF RAMPS 200BACKGROUND3 COMBINED AM PM AM PM EASTBOUND C C C C NORTHBOUND C C C C SOUTHBOUND C C C C OVERALL C C C C DELAY 24.3 31.6 24.3 31.6 PC FILE 1830 1831 1832 1833 U.S.ROUTE 5 AT 1-291 EASTBOUND ON/OFF RAMPS AND REALIGNED ROUTE 30 2003 2003 BACKGROUND COMBINED AM PM AM PM EASTBOUND D D D D WESTBOUND D C D C NORTHBOUND D D D D SOUTHBOUND D C D C OVERALL D D D D DELAY 37.7 35.9 37.7 35.9 PC FILE 1834 1835 1836 1837 U.S ROUTE 5 AT BURNHAM STREET 2003 2003 BACKGROUND COMBINED AM PM AM PM EASTBOUND C C C C WESTBOUND D C D C NORTHBOUND C D C D SOUTHBOUND C C C C OVERALL C C C C DELAY 29.5 29.9 30.1 31.8 PC FILE 1838 1839 1840 1841 BURNHAM STREET AT DST OUTPUT SOUTH DRIVE 2003 2003 BACKGROUND COMBINED I AM PM AM PM EASTBOUND A A SOUTHBOUND B B DELAY -- — 11.1 10.2 PC FILE — 1843 1844 Bubaris Traffic Associates March 2002 10 Sight Line Evaluation Utilizing the guidelines set forth by the Connecticut Department of Transportation for evaluating available sight line distances from side streets or site drives, the design plans for the proposed improvements along Route 30 and Burnham Street were reviewed by Design Professionals, Inc. to assess the available sight lines at the two DST site drives once the DST expansion and the proposed ConnDOT projects are in place. These assessments were made from the existing and proposed site drive locations, at a point 10 to 20 feet back of the major street near edge of travel-way, at a viewing height of 3.5 feet above the site drive grade, to an object height 3.5 feet above the major street grade in ' either direction. Available sight line distances were found to be at least 1000 feet to the north and 600 feet to the south from the existing DST North Drive on realigned Route 30. I ' f to the east and Available sight line distances were found to be at least 1000 feet west from the proposed DST South Drive on reconstructed Burnham Street. These-available sight line distances are adequate for at least 50 mile per hour approach speeds (i.e., at 600 feet), and are therefore satisfactory. Conclusion tIt is the professional opinion of Bubaris Traffic Associates that the proposed expansion of the DST Output, Inc. facility should not adversely impact traffic operations on the surrounding roadway network in the year 2003 when the two ConnDOT roadway projects are scheduled to be completed and the DST expansion will be open for use. The proposed development will consist of office, processing, and storage functions, for a facility that produces custom financial reports. Once expanded, the total building area will be about 258,081 square feet, and the site will be served by two site drives and 488 parking spaces. The existing North Site Drive will remain on Route 30 in South Windsor. A new South Site Drive is proposed on Burnham Street in East Hartford, The proposed development is anticipated to generate from 233 trips per hour ' during the weekday am peak, and 119 trips per hour during the weekday pm peak. Of these total trips, 67 new trips will be generated during the am peak, and 34 new trips will be generated during the pm peak. ' 11 Capacity analyses indicate that the proposed expanded development will not alter the satisfactory levels of service that would otherwise be in place without introduction of new site-generated traffic traveling to and from this site. Traffic operations for the new and proposed site drives will be satisfactory. Available sight lines from the two site drives will be satisfactory. ' Aside from the improvements to be afforded by the two ConnDOT projects, further improvements in either geometrics or traffic control are not deemed necessary to accommodate the site-generated traffic volumes to be added to the surrounding roadway network by the proposed expansion. Please contact us should you have any questions or if you require additional information regarding this matter. Very Y trul yours, ' BUBARIS TRAFFIC ASSOCIATES James G. Bubaris, P.E. Conn. Reg. No. 9203 Principal Mr. Peter R. DeMallie Principal Design Professionals, Inc. 165 South Satellite Road 920 South Windsor, CT 06074 x Z W a a a ' SITE TRAFFIC EVALUATION STUDY PROPOSED DST OUTPUT, INC. EXPANSION ' SOUTH WINDSOR, CONNECTICUT APPENDIX ' TABLE OF CONTENTS ' Exhibit 1 — Location Map Exhibit 2 —2003 Background AM Peak Hour Traffic Volumes ' Exhibit 3 —2003 Background PM Peak Hour Traffic Volumes Exhibit 4 —Site-Generated Traffic Distributions Exhibit 5—Site-Generated AM Peak Hour Traffic Volumes ' Exhibit 6—Site-Generated PM Peak Hour Traffic Volumes ' Exhibit 7 —2003 Combined AM Peak Hour Traffic Volumes Exhibit 8 —2003 Combined PM Peak Hour Traffic Volumes Exhibit 9 — Definitions of Levels of Service Unsignalized Intersections Exhibit 10 — Definitions of Levels of Service Signalized Intersections Exhibit 11 —Capacity Analysis Worksheets Route 30 at Chapel Road — aci Anal sis Worksheets I Exhibit 12 Cap ty y Route 30 at DST Output, Inc. North Site Drive ' Exhibit 13 —Capacity Analysis Worksheets U.S. Route 5 at 1-291 Westbound Ramps Capacity y Exhibit 14 — aci Analysis Worksheets U.S. Route 5 at 1-291 Eastbound Ramps and Route 30 Exhibit 15 —Capacity Analysis Worksheets U.S. Route 5 at Burnham Street Exhibit 16 —Capacity Analysis Worksheets ' Burnham Street at DST Output, Inc. South Site Drive ROgd CHAPEL ti C4 N KID V f rfRANS `=+ `' SrRffl 4 4 ti MC GUIRf R� 29 MEMDRW- � � SITE a y Q o d (`5 30 BUR M STREET EXHIBIT 1 LOCATION MAP DST OUTPUT INC.SITE SOUTH WINDSOR,CONNECTICUT ' ROUTE 5 ROUTE 30 14 ' 214 356 27 89 - 63 CHAPEL ROAD 1 CHAPEL ROAD 67 ' 69-lo- 23 66 16 31 586 594 N ' r305 382 809NOTE:DRAWING NOT TOO SCALE 1-291 WESTBOUND ON/OFF RAMPS I-291 1-291 ' I-291 EASTBOUN ON/OFF RAMPS 405 45 11 ' I - 28 28 100 801 11 46 359 85 82 365� 57-♦ 35 798 98 SITE ' 417 86 20 1240 317 27 _ ' 1 I♦ 96 ( 209 BURNHAM STREET 32 ' 7 38 813 125 449-111- 54- EXHIBIT 2 2003 BACKGROUND AM PEAK HOUR TRAFFIC VOLUMES i ROUTE 5 ROUTE 30 — 37 177 119 19 - 89 1 —CHAPEL ROAD ♦ 21 I♦ CHAPEL ROAD 137� 103—110- 31 333 58 9 ' 463 701 N 1 107—� 559 872 NOTE:DRAWING NOT TOO SCALE 1-291 IRAMPS UND 226� ON/O 1-291 1-291 ' 1-291 EASTBOUN ONIOFF RAMPS 148 1 — 30 — 49 15 rio- 259 650 18 15 166 392 5 520� 191—Jl� 77 896 188 SITE sos� 104 50 1194 181 - 6 77 187 BURNHAM STREET 51 � 4 —1110- 63 1006 92 277-10- 20 RntrrF EXHIBIT 3 2003 BACKGROUND PM PEAK HOUR TRAFFIC VOLUMES ' ROUTE 5 ROUTE 30 CHAPEL ROAD I♦ CHAPEL ROAD N NOTE:DRAWING NOT TOO SCALE J BOUN I-291 WESTBOUND XX EQUALS IN. VEHICLES ONIOFF RAMPS EQUALS OUTBOUND VEHICLES I-291 1-291 1-291 EASTBOUN ONIOFF RAMPS l I� SITE ♦- (75%)(25% - (75%) I - 25% .t ♦ � BURNHAM STREET 75%---+ EXHIBIT 4 SITE GENERATED PEAK HOUR TRAFFIC DISTRIBUTIONS ROUTE 5 ROUTE 30 CHAPEL ROAD I♦ CHAPEL ROAD N NOTE:DRAWING NOT TOO SCALE ' I-291 WESTBOUND XX EQUALS INBOUND VEHICLES OWOFF RAMPS EQUALS OUTBOUND VEHICLES 1-291 1-291 ' 1-291 EASTBOUN OWOFF RAMPS - SITE ♦- (12) (4) ' I - (12) 13 ♦ -� �- BURNHAM STREET 38 38 -� ' SITE GENERATED AM PEAK HOUR TRAFFIC VOLUMES EXHIBIT 5 r rROUTES ROUTE 30 rCHAPEL ROAD h CHAPEL ROAD N r NOTE:DRAWING NOT TOO SCALE Nm 1 1-291 WESTBOUND XX EQUALS INBOUND VEHICLES ON/OFF RAMPS EQUALS OUTBOUND VEHICLES 1 1-291 1-291 1 1-291 EASTBOUN ONIOFF RAMPS 1 - , r SITE �- (24) fig) - (24) - ♦ *� BURNHAM STREET 2 J 2 -� r ' EXHIBIT 6 SITE GENERATED PM PEAK HOUR TRAFFIC VOLUMES 1 r i ROUTE 5 ROUTE 30 — 14 27 89 — 63 CHAPEL ROAD CHAPEL ROAD 67 69—(► 23 66 16 31 r586 594 305� 382 809 NOTE:DRAWING NOT TOO SCALE 1-291 WESTBOUND 318— ON/OFF RAMPS MPS 1-291 1-291 EASTBOUN ON/OFF RAMPS 405 45 11 1 I — 28 28 t loo 11 11 46 85 82 ' I* 359 365� I I SITE 57—pop- 35 798 98 r 417 86 20 1240 317 27 12 4 — 108 I 13 ♦.1 ♦ o �-t -� 209 BURNHAM STREET 32 I I 38 r 7 38 813 163 54 r - i 2003 COMBINED AM PEAK HOUR TRAFFIC VOLUMES EXHIBIT 7 r ROUTE 5 ROUTE 30 37 177 119 19 89 - 21 CHAPEL ROAD 41 �r I♦ CHAPEL ROAD 137� 103-00- 31 333 58 9 463 7101 N 1 107� 559 872 NOTE:DRAWING NOT TOO SCALE 1-291 WESTBOUND 226� ON/OFF RAMPS 1-291 1-291 1-291 EASTBOUN OWOFF RAMPS 148 1 - 30 - 49 15 t I 18 �- 15 392 5 I 166 520� I TI SITE 191-- 77 896 188 609-+ - 104 IL 50 1194 181 �- 6 24 8 1 I - 101 I 0 ♦ �.1 ♦ ♦- 187 BURNHAM STREET 51 I I 2 4 63 1006 94 277-00- 20 2003 COMBINED PM PEAK HOUR TRAFFIC VOLUMES EXHIBIT 8 EXHIBIT 9 LEVEL OF SERVICE CRITERIA UNSIGNALIZED INTERSECTIONS SOURCE: HIGHWAY CAPACITY MANUAL (HCM), 2000 TRANSPORTATION RESEARCH BOARD (1) Level of Service for unsignalized intersections similar to the study intersections is ' defined in terms of the average control delay for the approach or movement evaluated. Control delay involves movements at slower speeds and stops on intersection approaches as vehicles move up in the queue or slow down upstream of an intersection. ' The delay experienced by a motorist is comprised of factors that relate to control, geometrics, traffic, and incidents. Total delay is the difference between the travel time actually experienced and the reference time that would result during base conditions in the absence of incident, control, traffic, or geometric delay. Control delay includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. At two-way stop-controlled and all-way stop-controlled intersections, control delay is the total elapsed time from a vehicle joining the queue until its departure from the stopped ' position at the head of the queue. The control delay also includes the time required to decelerate to a stop and to accelerate to the free-flow speed. Level of Service (LOS)for a two-way stop-controlled intersection is determined by the computed or measured control delay and is defined for each minor movement. LOS is not defined for the intersection as a whole. ' Level of Service (LOS)for an all=way stop-controlled intersection is determined by the computed or measured control delay and is defined for all movements. A LOS is then defined for the intersection as a whole. Levels of Service LOS for unsignalized intersections are defined as follows: ' LEVEL OF SERVICE AVERAGE CONTROL DELAY CONDITION PER VEHICLE SECONDS LOS A 0 TO 10 LITTLE OR NO DELAY ' LOS B > 10 TO 15 SHORT DELAY LOS C > 15 TO 25 AVERAGE DELAY LOS D > 25 TO 35 LONG DELAY LOS E > 35 TO 50 VERY LONG DELAY LOS F > 50 EXTREME DELAY ' In today's environment, Levels of Service D to F are common and are often experienced on minor street approaches to major streets carrying relatively high traffic volumes. (1) HCM, Exhibits 17-2 and 17-22. ' EXHIBIT 10 LEVEL OF SERVICE CRITERIA SIGNALIZED INTERSECTIONS SO URCE: HIGHWAY CAPACITY MANUAL HCM , 2000 TRANSPORTATION RESEARCH BOARD (1) Level of Service for signalized intersections is defined in terms of control delay, which is a measure of driver discomfort, frustration, increased fuel consumption, and lost travel time. The delay experienced by a motorist is comprised of a number of factors that relate to control, geometric, traffic, and incidents. Total delay is the difference between the travel time actually experienced and the reference travel time that would result during base conditions in the absence of traffic control, geometric delay, any incidents, and any other vehicles. Specifically, LOS criteria for traffic signals are stated in terms of the average control delay per vehicle, typically for a 15-minute analysis period. Delay is a complex measure and depends on a number of variables, including the quality of progression, the cycle length, the green ratio, and the volume-to- capacity (v/c) ratio for the lane group. In the case of signalized intersections, the Level of Service for each approach is computed, and an overall Level of Service for the entire intersection is determined. Levels of Service (LOS) for signalized intersections are defined as follows: J LEVEL OF SERVICE CONTROL DELAY PER CONDITION VEHICLE SECONDS LOS A < 10 LOW DELAY ' LOS B > 10 TO 20 SHORT DELAY LOS C > 20 TO 35 AVERAGE DELAY LOS D > 35 TO 55 CONGESTION NOTICEABLE LOS E > 55 TO 80 LIMIT OF ACCEPTABLE DELAY LOS F > 80 UNACCEPTABLE In today's environment, Levels of Service C to D are considered acceptable, and Levels of Service A to B are seldomly achieved at signalized intersections. (1) HCM, Exhibit 16-2. Exhibit 11 ' Capacity Analysis Worksheets Route 30 at Chapel Road Short Report Page 1 0 SHORT REPORT General Information Site Information nalyst Agency or BUBARIS TRAFFIC Intersection Co. ASSOCIATES rea Type All other areas Date 3/3/2002 Jurisdiction SOUTH WINDSOR, Performed CT 2003 Analysis 2003 i BACKGROUND AM ear Period PEAK HOUR Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Lane group L TR I L TR L TR L TR Volume v h 67 69 31 163 89 14 123 66 16 27 356 214 % Heavyveh 0 0 0 0 0 0 0 0 0 0 0 0 ILIt HF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.900.90 0.90 0.90 0.90 ctuated P/A P P P P P P P P P P P P tartu lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 x . eff. reen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 rrival t o 3 3 3 3 3 3 3 3 nit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR 0 6 0 0 0 0 0 42 Volume Lane Width 12.0 12.0 12.0 12.0 112.0 12.00 112.0 12.0 Parking/Grade/Parking N 0 N H 0 N N 0 N N 0 N Parking/hr file:HC:\WINDOWS\TEMP\s2k2399.TMP 3/4/02 Short Report Page 2 0" Bus sto s/hr 0 10 1 10 1 0 1 0 1 0 1 0 1 0 Unit Extension 13.0 13.0 1 13.0 13.0 1 13.0 13.0 1 3.0 1 3.0L. Phasing EW 02 03 04 NS 06 07 08 Perm Perm G = G = G = G = G = G = Timing 25.0 26.0 G = Y = 5 Y = Y = IY = IY = 4 Y = IY = IY = Duration of Analysis Cycle Length C = 60.0 hrs = 1.00 Lane Group Ca aci , Control Delay, and LOS Determination EB WB NB SB d'. flow rate T74 105 70 115 26 91 30 587 Lane group cap. 541 760 545 775 190 799 575 783 /c ratio 0.14 0.14 10.13 0.15 10.14 0.11 0.05 0.75 Green ratio 0.42 0.42 10.42 0.42 10.43 0.43 0.43 0.43 Unif. delay dl 10.8 10.8 110.8 10.9 110.2 10.1 19.9 14.3 Delay factor k 0.50 0.50 10.50 0.50 0.50 0.50 1050 0.50 Increm. delay d2 0.5 0.4 10.5 0.4 1.5 0.3 10.2 6.8 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 11.4 11.2 11.3 11.3 11.7 10.4 10.0+ 21.1 Lane group LOS 8 I B I 8 B B B B C Apprch. delay 11.3 11.3 10.7 20.5 Approach LOS B B B C Intersec. delay 16.4 Intersection LOS B HCS2000TM Copyright C 2000 University of Florida,All Rights Reserved Version 4.1b file://C:\WINDOWS\TEMP\s2k2399.TMP 3/4/02 Short Report Page 1 0 SHORT REPORT General Information Site Information Analyst gency or BUBARIS TRAFFIC Intersection Co. ASSOCIATES rea Type All other areas Date 3/3/2002 Jurisdiction SOUTH WINDSOR, Performed CT Time 2003 nalysis 2003 BACKGROUND PM Year Period PEAK HOUR Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Lane group L TR L TR L TR L TR Volume v h 137 103 9 21 89 37 31 333 58 19 119 177 % Heavy veh 0 0 0 10 0 0 0 0 0 0 0 0 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Actuated P/A P P P P P P P P P P P P Startup lost time 2.0 2.0 2.0 2.0 2.0 12.0 2.0 12.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 13 3 3 3. 3 3 3 Unit Extension 3.0 3.0 3.0 13.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR 0 6 0 7 0 12 0 34 Volume Lane Width 12.0 12.0 112.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 1 0 N N 0 N N 0 N Parking/hr file://C:\WINDOWS\TEMP\s2k32D7.TMP 3/4/02 = .= i M M M M i M M M M M w M M Short Report Page 2 0� Bus sto s/hr 0 10 1 10 0 0 0 1 0 1 0 Unit Extension El 3.0 13.0 3.0 13.0 1 13..Q 13.0 13.0 13.0 Phasing EW 02 03 04 NS 06 07 08 Perm Perm G = G = G = G = G = Timing 25.0 G 26.0 G = Y = 5 1 Y = Y = Y = Y = 4 Y = Y = Y = Duration of Analysis Cycle Length C = 60.0 hrs 1.00 Lane Group Ca aci , Control Delay, and LOS Determination EB WB NB SB d'. flow rate 152 117 23 132 34 421 21 291 Lane group cap. 532 789 540 762 1432 808 321 756 /c ratio 0.29 0.15 10.04 0.17 10.08 0.52 10.07 0.38 Green ratio 0.42 0.42 10.42 0.42 0.43 0.43 10.43 0.43 Unif. delay dl 11.6 10.9 110.4 11.0 10.0 12.4 19.9 11.6 Delay factor k 0.50 0.50 10.50 0.50 0.50 0.50 10.50 0.50 Increm. delay d2 1.4 0.4 10.1 0.5 10.4 2.4 10.4 1.5 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 11.000 1.000 Control delay 12.9 11.3 10.5 11.5 10.3 14.9 10.3 113.0 Lane group LOS B B 8 I 8 B B B I B Apprch. delay 12.2 11.4 14.5 12.9 ApproachLOS B B B B Intersec. delay 13.2 Intersection LOS B HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1b file:HC:\WINDOWS\TEMP\s2k32D7.TMP 3/4/02 rr rr r r r r rr r r r r r r rr r rr rr rr Short Report Page 1 of 2 SHORT REPORT General Information Site Information Analyst Intersection Agency or BUBARIS TRAFFIC Area Type All other areas Co. ASSOCIATES SOUTH WINDSOR, Date 31312002 urisdiction CT Performed Analysis Time Period 2003 COMBINED Year 2003 AM PEAK HOUR Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Lane group L TR L TR L TR L TR Volume v h 67 69 31 63 189 14 23 66 16 27 1356 214 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Actuated P/A P P P P P P P P P P P P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 13 3 13 3 13 3 Unit Extension 3.0 13.0 3.0 3.0 3.0 13.0 3.0 13.0 Ped/Bike/RTOR 0 6 0 0 0 0 0 42 olume Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N , 0 N N 0 N N 0 N Parking/hr Bus sto s/hr 0 0 0 0 0 0 0 0 file:HC:\WINDOWS\TEMP\s2k503C.TNV 3/4/02 M M M M M M M M M M M M M M r Mr M Short Report Page 2 0 Unit Extension 13.0 13.0 1 13.0 13.0 1 13.0 13.0 1 3.0 3.0 Phasing EW 02 03 04 NS 06 07 08 Perm Perm G = G = G = G = G G = G = G = = Timing 25.0 126.0 Y = 5 Y = Y = Y = Y = 4 Y = Y = Y = Duration of Analysis Cycle Length C - 60.0 hrs = 1.00 Lane Group Capacit I, Control Delay, and LOS Determination EB WB NB SB d'. flow rate 74 105 70 115 26 91 30 587 Lane group cap. 541 . 760 545 775 190 799 1575 783 /c ratio 0.14 0.14 10.13 0.15 10.14 0.11 10.05 0.75 Green ratio 0.42 0.42 10.42 0.42 10.43 0.43 10.430.43 Unif. delay dl 10.8 10.8 10.8 10.9 10.2 10.1 9.9 14.3 Delay factor k 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 0.5 0.4 0.5 0.4 1.5 0.3 0.2 6.8 PF factor 1.000 1.000 1.000 1.000 11.000 1.000 11.000 1.000 Control delay 11.4 11.2 1 11.3 11.3 11.7 10.4 10.0+ 121.1 Lane group LOS B I B B I B B I B 8 I C Apprch. delay 11.3 11.3 10.7 20.5 Approach LOS B B I B C Intersec. delay 16.4 Intersection LOS B HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.11, file:HC:\V;INDOWS\TEMP\s2k503C.TNV 3/4/02 M ! M i M M M M M M i M M M M MIR M P Short Report Page 1 0 SHORT REPORT General Information Site Information Analyst Intersection Agency or BUBARIS TRAFFIC Area Type All other areas Co. ASSOCIATES SOUTH WINDSOR, Date 31312002 urisdiction CT Performed Analysis Time Period 2003 COMBINED Year 2003 PM PEAK HOUR Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Lane group L TR I L TR I L TR L ITR Volume v h 137 103 9 21 89 37 31 333 58 19 1119 177 % eavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Actuated P/A P P P I P P P I P P P P P P Startup lost time 2.0 2.0 12.0 2.0 12.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 12.0 2.0 12.0 2.0 2.0 2.0 Arrival type 3 3 13 3 3 3 3 3 Unit Extension 3.6 3.0 3.0 13.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR 0 6 0 7 0 12 0 34 olume Lane Width 12.0 12.0 11.2.0 12.0 112.0 12.0 112.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus sto s/hr 0 0 0 0 0 0 0 1 0 file://C:\WINDOWS\TEMP\s2k52BC.TMP 3/4/02 rr r r r r i r r r r r r rr r rr r rr r Short Report Page 2 011 Unit Extension 13.0 13.0 1 13.0 13.0 1 13.0 13.0 1 13.0 13.0 Phasing EW 02 03 04 NS 06 07 08 Perm Perm G = G = G = G = G = G = Timing 25.0 G - 26.0 Y = 5 Y = Y = Y = Y = 4 Y I Y IY = Duration of Analysis Cycle Length C - 60.0 hrs = 1.00 Lane Group Capacitf, Control Delay, and LOS Determination EB WB NB SB d'. flow rate 152 117 23 132 34 421 21 291 Lane group cap. 532 789 540 762 432 808 13,21 756 /c ratio 0.29 0. 15 10.04 0.17 10.08 0.52 10.07 0.38 Green ratio 0.42 0.42 10.42 0.42 10.43 0.43 10.43 0.43 Unif. delay dl 11.6 10.9 110.4 11.0 110.0 12.4 9.9 11.6 Delay factor k 0.50 0.50 0.50 0.50 10.50 0.50 0.50 0.50 Increm. delay d2 1.4 0.4 10.1 0.5 10.4 2.4 0.4 1.5 PF factor 1.000 1.000 11.000 1.000 1.000 1.000 11.000 1.000 Control delay 12.9 11.3 10.5 11.5 10.3 14.9 10.3 13.0 Lane groupLOS B B 8 B B . B B B Apprch. delay 12.2 11.4 14.5 12.9 Approach LOS B I B I B B Intersec. delay ___ 13.2 Intersection LOS B HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1b file:HC:\WINDOWS\TEMP\s2k52BC.TNU 3/4/02 r r r r � r r r r r ' Exhibit 12 Capacity Analysis Worksheets Route 30 at DST Output Inc. North Site Drive r r r � r r 1 1 r 1 Two-Way Stop Control Pagel of 3 TWO-WAY STOP CONTROL SUMMARY Inalyst eneral Information Site Information Intersection Agency/Co. BUBARIS TRAFFIC SOUTH WINDSOR, ASSOCIATES Jurisdiction CONNECT/CUT Date Performed 3/3/2002 Analysis Year 2003 Analysis Time Period 2003 BACKGROUND AM PEAK HOUR Project Description East/West Street: DST OUTPUT INC. NORTH DRIVE North/South Street: ROUTE 30 Intersection Orientation: North-South Study Period hrs : 1.00 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 85 82 45 405 0 Peak-Hour Factor, 0.90 0.90 0.90 0.90 0.90 0.90 PHF Hourly Flow Rate, HFR 0 94 91 50 450 0 Percent Heavy 0 N -_ 0 -- -- Vehicles Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 1 1 1 0 file://C:\WINDOWS\TEMP\u2k7175.TMP 3/4/02 Two-Way Stop Control Page 2 of 3 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 28 0 11 0 0 0 Peak-Hour Factor, 0.90 0.90 0.90 0.90 0.90 0.90 PHF Hourly Flow Rate, HFR 31 0 12 0 0 0 Percent Heavy 0 0 0 0 0 0 Vehicles Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v h 50 43 C m v h 1402 473 lc 0.04 0.09 95% queue length 0.11 0.30 Control Delay 7.7 13.4 LOS A 8 Approach Delay -- -- 13.4 roach LOS -- -- 8 file://C:\WINDOWS\TEMP\u2k7l 75.TMP 3/4/02 Two-Way Stop Control Pagel of 3 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nalyst Intersection gency/Co. BUBARIS TRAFFIC SOUTH WINDSOR, ASSOCIATES Jurisdiction CONNECTICUT Date Performed 31312002 nalysis Year 2003 Analysis Time Period 2003 BACKGROUND PM PEAK HOUR Project Description East/West Street: DST OUTPUT INC. NORTH North/South Street: ROUTE 30 RIVE Intersection Orientation: North-South Ptudy Period hrs : 1.00 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 392 5 1 148 0 Peak-Hour Factor, 0.90 0.90 0.90 0.90 0.90 0.90 PHF Hourly flow Rate, HFR 0 435 5 1 164 0 Percent Heavy 0 __ __ 0 Vehicles Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Confi uration TR LT Upstream Signal 0 0 file://C:\WINDOWS\TEMP\u2k8010.TMP 3/4/02 Two-Way Stop Control Page 2 T Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olume 49 0 30 0 0 0 Peak-Hour Factor, 0.90 0.90 0.90 0.90 0.90 0.90 PHF Hourly Flow Rate, HFR 54 0 33 0 0 0 Percent Heavy 0 0 0 0 0 0 Vehicles Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v h 1 87 C m v h 1131 514 /c 0.00 0.17 95% queue length 0.00 0.61 Control Delay 8.2 13.4 LOS A B roach Delay -- -- 13.4 roach LOS -- -- B file://C:\WINDOWS\TEMP\u2k8010.TMP 3/4/02 Two-Way Stop Control Page 1 of 3 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Intersection ' Agency/Co. BUBARIS TRAFFIC SOUTH WINDSOR, ASSOCIATES Jurisdiction CONNECTICUT Date Performed 31312002 Analysis Year 2003 2003 COMBINED AM nalysis Time Period C PEAK HOUR Project Description East/West Street: DST OUTPUT INC. NORTH North/South Street: ROUTE 30 DRIVE Intersection Orientation: North-South Study Period hrs : 1.00 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 85 82 45 405 0 Peak-Hour Factor, 0.90 0.90 0.90 0.90 0.90 0.90 PHF Hourly Flow Rate, HFR 0 94 91 50 450 0 Percent Heavy 0 -- -- 0 -- -- Vehicles Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 1 0 0 file://C:\WIND0WS\TEMP\u2k8173.TMP 3/4/02 Two-Way Stop Control Page 2 of 3 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olume 28 0 11 0 0 0 Peak-Hour Factor, 0.90 0.90 0.90 0.90 0.90 0.90 PHF Hourly Flow Rate, HFR 31 0 12 0 0 0 Percent Heavy 0 0 0 0 0 0 Vehicles Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v h 50 43 C m v h 1402 473 lc 0.04 0.09 95% queue length 0.11 0.30 Control Delay 7.7 13.4 LOS A B roach Delay -- -- 13.4 roach LOS -- -- B file://C:\WINDOWS\TEMP\u2k8173.TN P 3/4/02 Two-Way Stop Control Page 1 of 3 TWO-WAY STOP CONTROL SUMMARY Inalyst eneral Information Site Information Intersection Agency/Co. BUBAR/S TRAFFIC SOUTH WINDSOR, ASSOCIATES Jurisdiction CONNECTICUT Date Performed 3/3/2002 Analysis Year 2003 Analysis Time Period 2003 COMBINED PM PEAK HOUR Project Description East/West Street: DST OUTPUT INC. NORTH North/South Street: ROUTE 30 DRIVE Intersection Orientation: North-South Study Period hrs : 1.00 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 392 5 1 148 0 Peak-Hour Factor, 0.90 0.90 0.90 0.90 0.90 0.90 PHF Hourly Flow Rate, HFR 0 435 5 1 164 0 Percent Heavy .0 -- -- 0 -- -- Vehicles Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 file:HC:\WINDOWS\TEMP\u2k8294.TND 3/4/02 Two-Way Stop Control Page 2 of 3 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 49 0 30 0 0 0 Peak-Hour Factor, 0.90 0.90 0.90 0.90 0.90 0.90 PHF Hourly Flow Rate, HFR 54 0 33 0 0 0 Percent Heavy 0 0 0 0 0 0 ehicles Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v h 1 87 C m v h 1131 514 /c 0.00 0.17 95% queue length 0.00 0.61 Control Delay 8.2 13.4 LOS A B Approach Delay -- -- 13.4 roach LOS -- -- B file://C:\WINDOWS\TEMP\u2k8294.TMP 3/4/02 ' Exhibit 13 Capacity Analysis Worksheets Route 5 at 1-291 Westbound Ramps M M = = = = = = = = M r M r = f Z M Short Report Page 1 o SHORT REPORT General Information Site Information nalyst gency or BUBARIS TRAFFIC Intersection Co. ASSOCIATES rea Type All other areas Date 31312002 Jurisdiction SOUTH WINDSOR, Performed CT Time 2003 Analysis 2003 Period BACKGROUND AM Year PEAK HOUR Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 0 1 1 0 0 0 1 2 0 0 2 0 Lane group L R L T T Volume v h 305 318 382 809 594 % Heavyveh, 0 0 0 0 0 PHF 0.90 0.90 0.90 0.90 0.90 Actuated P/A P P P P P P Startu lost time 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 Arrival e 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR .0 64 0 0 olume Lane Width 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N N N 0 N N 0 N Lane file://C:\WINDOWS\TEMP\s2k8159.TNU 3/4/02 M M M M M M M M MM M M M M M = I" M Short Report Page 2 0 Bus sto s/hr 10 1 10 1 1 0 0 1 0 Unit Extension 13.0 1 13.0 1 1 1 13.0 1 3.0 1 3.0 Phasing EB Only 02 03 04 NB Only Thru 07 08 ON G = G = G = G = G = Go G = G = Timing 20.0 20.0 20. Y = 4 Y = Y = Y = Y = 4 Y = 6 1 Y = Y = Duration of Analysis Cycle Length C - 74.0 hrs = 1.00 Lane Group Ca aci , Control Delay, nd LOS Determination EB WB NB SB d'. flow rate 339 282 424 899 660 Lane group cap. 946 436 1488 2146 976 /c ratio 0.36 0.65 1 0.87 0.42 0.68 Green ratio 0.27 0.27 0.27 0.59 0.27 Unif. delay dl 21.8 23.9 25.7 8.1 24.1 Delay factor k 0.50 0.50 10.50 0.50 0.50 Increm. delay d2 1.1 7.5 122.3 0.6 13.8 PF factor 1.000 1.000 1.000 1.000 11.000 Control delay 22.9 31.3 48.1 8.7 27.9 Lane group LOS C C D A I C Apprch. delay 26.7 21.3 27.9 Approach LOS I C C C Intersec. delay 24.3 Intersection LOS C HCS2006 M Copyright©2000 University of Florida,All Rights Reserved Version 4.1b file://C:\WINDOWS\TEMP\s2k8159.TMP 3/4/02 rr r rr it r� r r r r �r r � r r r r rr rr Short Report Page 1 0 SHORT REPORT General Information Site Information Analyst Agency or BUBARIS TRAFFIC Intersection Co. ASSOCIATES Area Type All other areas Date 3/3/2002 Jurisdiction SOUTH WINDSOR, Performed CT Time 2003 Analysis 2003 Period BACKGROUND PM Year PEAK HOUR Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 0 1 1 0 0 0 1 1 2 0 1 0 2 0 Lane group L R L T T Volume v h 107 226 559 872 701 % Heavy veh 0 0 10 0 0 PHF 0.90 0.90 0.90 10.90 0.90 Actuated P/A P P P P P P Startup lost time 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2 3.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 Unit Extension .0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR 0 64 0 0 Volume Lane Width 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N N N 0 N N 0 N Parking/hr file:HC:\WINDOWS\TEMP\s2k8367.TNU 3/4/02 rr r r r r r M Short Report Page 2 or Bus sto s/hr 10 110 1 1 1 10 01 1 101 Unit Extension 13.0 1 13.0 3.0 1 3.0 1 1 1 3.0 Phasing EB Only 02 03 04 NB Only Thru 07 08 Only G - G = G = G = G = G = G = _ Timing 18.0 1 1 130.0 24.0 Y = 4 Y = Y IY = I Y = 4 Y = 4 Y = Y = Duration of Analysis Cycle Length C = 84.0 hrs = 1.00 Lane Group Ca aci , Control belay, nd LOS Determination EB WB NB SIB d'. flow rate 119 180 621 969 779 Lane grou cap. 750 346 1645 2493 1031 /c ratio 0.16 0.52 1 10.96 0.39 0.76 Green ratio 0.21 0.21 10.36 0.69 0.29 Unif. delay d1 26.8 29.2 126.5 5.5 127.3 Delay factor k 0.50 0.50 0.50 0.50 10.50 Increm. delay d2 0.5 5.6 43.7 0.5 5.3 PF factor 1.000 1000 1.000 1.000 1.000 Control delay 27.3 134.8 70.2 6.0 32.7 Lane group LOS C I C E A I C Apprch. delay 31.8 31.0 32.7 Approach LOS C C C Intersec. delay 31.6 Intersection LOS C HCS2000TM Copyright C 2000 University of Florida,All Rights Reserved Version 4.1b file:HC:\WINDOWS\TEMP\s2k8367.TMP 3/4/02 rr rr rr r� rr rr rr rr rr r a■� rr r rr �r rr r r Short Report Page 1 01 SHORT REPORT General Information Site Information Analyst Intersection Agency or BUBARIS TRAFFIC Area Type All other areas Co. ASSOCIATES SOUTH WINDSOR, Date 31312002 urisdiction CT Performed Analysis Time Period 2003 COMBINED Year 2003 AM PEAK HOUR Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 0 1 0 0 0 1 2 0 0 2 0 Lane group L R L T T olume v h 305 1 318 382 1809 594 % Heavy veh 0 0 0 0 0 PHF 0.90 0.90 0.90 0.90 0.90 Actuated P/A P P P P P P Startup lost time 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 13 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR 0 64 0 0 Volume Lane Width 12.0 12.0 112.0 12.0 12.0 Parking/Grade/Parking N 0 N N N N 0 N N 0 N Parking/hr Bus sto s/hr 0 0 0 1 0 0 file://C:\WINDOWS\TEMP\s2k91AB.TNV 3/4/02 M M M ' M M M M M M M r I" M Short Report Page 2 0 Unit Extension 13.0 1 13.0 3.0 3.0 3.0 Phasing EB Only 02 03 04 NB Only Thru 07 08 Only G = G = G = Timing 20.0 G = G = G = 20.0 20.0 G = G = Y = 4 Y = Y = Y = Y = 4 Y = 6 Y = Y = Duration of Analysis Cycle Length C - 74.0 hrs 1.00 Lane Group Ca aci , Control Delay, nd LOS Determination EB WB NB SB d'. flow rate 339 282 424 899 660 Lane group cap. 946 436 488 2146 976 /c ratio 0.36 0.65 1087 0.42 0.68 Green ratio 0.27 0.27 0.27 0.59 0.27 Unif. delay d1 21.8 23.9 25.7 8.1 24.1 Delay factor k 0.50 10.50 0.50 0.50 0.50 Increm. delay d2 1.1 7.5 122.3 0.6 13.8 PF factor - 1.000 1.000 1.000 1.000 11.000 Control delay 22.9 31.3 48.1 8.7 27.9 Lane groupLOS C C D A C Apprch. delay 26.7 21.3 27.9 Approach LOS C C C lntersec."Belay 24.3 Intersection LOS C HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1b file://C:\WINDOWS\TEMP\s2k91AB.TN P 3/4/02 r r rr rr rr �r rr rr r ar rr rt �r rr r r r Short Report Page I of Z SHORT REPORT General Information Site Information nalyst Intersection gency or BUBARIS TRAFFIC Area Type All other areas Co. ASSOCIATES SOUTH WINDSOR, Date 31312002 urisdiction CT Performed Analysis Time Period 2003 COMBINED Year 2003 PM PEAK HOUR Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 0 1 0 0 0 1 2 0 0 2 0 Lane group L R L T T Volume v h 107 1 226 559 1872 1701 % Heavy veh 0 0 0 0 0 PHF 0.90 0.90 0.90 0.90 0.90 Actuated P/A P P P P P P Startup lost time 2.0 1 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 Arrival ty o 3 3 3 3 3 Unit Extension 3.0 3.0 1 3.0 3.0 3.0 Ped/Bike/RTOR 0 64 0 0 Volume Lane Width 12.0 12.0 12.0 112.0 12.0 Parking/Grade/Parking N 0 N N N N 0 N N 0 N 1 Parking/hr Bus sto s/hr 0 0 0 0 1 0 file:HC:\WINDOWS\TEMP\s2k93BB.TMP 3/4/02 Short Report Page 2 of Unit Extension 13.0 1 13.0 1 3.0 1 3.0 1 1 1 3.0 Phasing EB Only 02 03 04 NB Only Thru 07 08 Only G = G = G = G = G = G = G = G = Timing 18.0 1 130.0 24.0 Y = 4 -t-T=77 Y = IY = I Y = 4 Y = 4 ly = I Y = Duration of Analysis Cycle Length C = 84.0 hrs = 1.00 Lane Group Ca aci , Control Delay, nd LOS Determination EB WB NB SB d'. flow rate 119 1180 621 969 779 Lane group cap. 750 346 1645 2493 1031 /c ratio 0.16 0.52 1 10.96 0.39 0.76 Green ratio 0.21 0.21 10.36 0.69 0.29 Unif. delay d1 26.8 29.2 26.5 5.5 27.3 Delay factor k 0.50 10.50 0.50 0.50 0.50 Increm. delay d2 0.5 15.6 43.7 0.5 5.3 PF factor 1.000 1.000 11.000 1.000 1.000 Control delay 27.3 34.8 70.2 6.0 32.7 Lane group LOS C C E I A C Apprch. delay 31.8 31.0 32.7 Approach LOS I C C C Intersec. delay 31.6 Intersection LOS C HCS2000TM Copyright C 2000 University of Florida,All Rights Reserved Version 4.1b file://C:\V4NDOWS\TEMP\s2k93BB.TMP 3/4/02 r Exhibit 14 Capacity Analysis Worksheets Route 5 at 1-291 Eastbound Ramps and Route 30 Short Report Page 1 of 2 SHORT REPORT eneral Information Site Information nalyst Agency or BUBARIS TRAFFIC Intersection Co. ASSOCIATES Area Type All other areas Date 3/3/2002 Jurisdiction SOUTH WINDSOR, Performed CT Time 2003 Analysis 2003 Period BACKGROUND AM Year PEAK HOUR Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 1 0 1 1 0 1 2 1 1 2 0 Lane group L T L TR L T R L T Volume v h 365 57 359 46 28 35 798 98 11 801 % Heavy veh 0 0 0 0 0 0 0 0 0 0 PHF 0.90 0.90 0.90 0.90 0.90 0.90 10.90 0.90 0.90 0.90 Actuated P/A P P P P P P P P P P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 Ext. eff. green 2.0 2.0 2.0 2.0 12.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 13 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR 0 0 7 0 20 0 Volume Lane Width 12.0 12.0 112.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr file://C:\WINDOWS\TEMP\s2kD248.TNW 3/4/02 Short Report Page 2 Oil Bus sto s/hr 0 0 11 10 1 0 1 0 1 0 1 0 1 NJ 0 Unit Extension 13.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EB Only WB 03 04 Excl. Thru & 07 08 Only 1. Left RT G = G = G = G = 50 21.0 G = G = Timing 12.0 20.0 Y = 5 Y = 5 Y = iy = Y = 3 Y = 4 1Y = IY = Duration of Analysis Cycle Length C = 75.0 hrs = 1.00 Lane Group Ca aci , Control Delay, and LOS Determination EB WB NB SB d". flow rate 406 63 399 74 39 887 87 12 890 Lane group cap. 560 304 481 483 120 1011 452 1120 1011 /c ratio 0.73 0.21 0.83 0.15 10.32 0.88 0.19 0.10 0.88 Green ratio 0.16 0.16 0.27 0.27 0.07 0.28 0.28 0.07 0.28 Unif. delay dl 29.9 27.4 25.9 21.0 33.4 25.8 20.5 32.9 25.8 Delay factor k 0.50 0.50 0.50 0.50 1 0.50 0.50 0.50 10.50 0.50 Increm. delay d2 8.3 1.5 17.2 0.7 17.2 12.1 0.9 11.7 12.4 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 38.3 28.9 43.1 121.7 40.6 37.8 21.5 34.6 38.2 Lane group LOS D I C I C D I D I C C D Apprch. delay 37.0 39.8 36.5 38.1 Approach LOS D D D D Intersec. delay 37.7 Intersection LOS D HCS2000TM Copyright 0 2000 University of Florida,All Rights Reserved Version 4.1b file://C:\WINDOWS\TEMP\s2kD248.TNV 3/4/02 Short Report Page 1 om SHORT REPORT General Information Site Information Analyst gency or BUBARIS TRAFFIC Intersection Co. ASSOCIATES rea Type All other areas Date 3/3/2002 urisdiction SOUTH WINDSOR, Performed CT 2003 Analysis Time 2003 BACKGROUND PM Year 2003 Period PEAK HOUR Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 1 0 1 1 1 0 1 2 1 1 2 0 Lane group L T L TR L_ T R L T Volume v h 520 1191 166 15 15 77 1896 188 18 1650 % Hea veh 0 0 0 0 0 0 0 0 0 0 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Actuated P/A P P P P P P P P P P Startup lost time 2.0 12.0 2.0 2.0 2.0 12.0 2.0 2.0 12.0 Ext. eff. green 2.0 2.0 120 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 1 3 3 13 3 3 Unit Extension 3.0 3.0 3.0 3.0 1 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR 0 0 7 0 20 0 Volume Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr file://C:\WINDOWS\TEMP\s2kE18C.TN P 3/4/02 Short Report Pa` 2 o7 Bus sto s/hr 0 0 1 10 1 0 1 1 0 0 0 1 0 0 Unit Extension 3.0 3.0 1 13.0 13.0 1 13.0 3.0 3.0 13.0 3.0 Phasing EB Only WB 03 04 Excl. Thru & 07 08 Only Left RT G = G = G G = G = G = G = G = Timing 14.0 14.0 17.0 23.0 Y = 5 Y = 5 Y = Y Y = 3 Y = 4 IY = Y = Duration of Analysis Cycle Length C = 75.0 hrs = 1.00 Lane Group Ca aci , Control Delay, and LOS Determination EB WB NB SB d". flow rate 578 212 184 26 86 996 187 20 722 Lane group cap. 654 355 337 336 168 1107 495 168 1107 /c ratio 0.88 0.60 0.55 0.08 0.51 0.90 0.38 10.12 0.65 Green ratio 0.19 0.19 0.19 0.19 0.09 0.31 0.31 0.09 0.31 Unif. delay dl 29.7 27.9 127.6 25.2 132.4 24.9 20.4 31.2 22.5 'Delay factor k 0.50 0.50 0.50 0.50 10.50. 0.50 0.50 0.50 0.50 Increm. delay d2 19.2 7.4 6.4 0.4 111.1 13.6 2.2 1.4 3.0 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 48.9 35.4 34.0 25.6 43.5 38.5 122.6 32.6 25.6 Lane group LOS D I D C C D D C C C rch. delay 45.3 33.0 36.5 25.8 Approach LOS D C D I C Intersec. delay 35.9 Intersection LOS D HCS2000TM Copyright C 2000 University of Florida,All Rights Reserved Version 4.1b file://C:MND0WS\TEMP\s2kE18C.TMP 3/4/02 Short Report Page 1 of 2 SHORT REPORT General Information Site Information nalyst Intersection gency or BUBARIS TRAFFIC Area Type All other areas Co. ASSOCIATES SOUTH WINDSOR, Date 31312002 urisdiction CT Performed Analysis Time Period 2003 COMBINED Year 2003 AM PEAK HOUR Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 1 0 1 1 0 1 2 1 1 2 0 Lane group L T L TR L T R L T Volume v h 365 57 359 146 28 35 798 98 11 801 % Heavy veh 0 0 0 0 0 0 0 0 0 0 PHF 6.90 0.90 0.90 0.90 0.90 0.90 10.90 0.90 0.90 10.90 Actuated P/A P P P P P P P P P P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 13 3 3 13 Unit Extension 3.0 13.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR 0 0 7 0 20 0 Volume Lane Width 12.0 12.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus sto s/hr 10 0 0 0 0 1 0 1 0 0 1 0 file:HC:\WINDOWS\TEMP\s2kF058.TNU 3/4/02 M M M M M M M M M M M M i M if ZM Short Report Page 2 o Unit Extension 13.0 3.0 Phasing EB Only WB 03 04 Excl. Thru & 07 08 Only Left RT G = G = I G = G = G = G G G = Timing 12.0 20.0 1 5.0 21.0 Y = 5 Y = 5 Y IY = Y = 3 Y = 4 IY = IY = Duration of Analysis Cycle Length C = 75.0 hrs = 1.00 Lane Group Ca aci Control Delay, and LOS Determination EB WB NB SIB d'. flow rate 406 63 399 74 39 887 87 12 890 Lane group cap. 560 304 481 483 120 1011 452 1120 1011 /c ratio 0.73 0.21 0.83 0.15 0.32 0.88 0.19 0.10 0.88 Green ratio 0.16 0.16 1 0.27 0.27 1 0.07 0.28 0.28 0.07 0.28 Unif. delay dl 29.9 27.4 25.9 21.0 33.4 25.8 20.5 32.9 25.8 'Delay factor k 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 8.3 1.5 17.2 0.7 7.2 12.1 0.9 1.7 12.4 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 38.3 28.9 43.1 21.7 40.6 37.8 121.5 34.6 38.2 Lane group LOS D C D C D D C C D Apprch. delay 37.0 39.8 36.5 38.1 Approach LOS I D D Intersec. delay 37.7 Intersection LOS D HCS2000TM Copyright C 2000 University of Florida,All Rights Reserved Version 4.1b file://C:\WINDOWS\TEMP\s2kF058.TMP 3/4/02 M M M IMI M Short Report Page 172 SHORT REPORT General Information Site Information nalyst Intersection gency or BUBARIS TRAFFIC Area Type All other areas Co. ASSOCIATES SOUTH WINDSOR, Date 31312002 urisdiction CT Performed Analysis Time Period 2003 COMBINED Year 2003 PM PEAK HOUR Volume and Timing Input EB WB. NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 1 0 1 1 0 1 2 1 1 2 0 Lane group L T L TR L T R L T Volume v h 520 191 166 15 15 77 896 188 18 650 % Heavy veh 0 . 0 0 0 0 0 0 0 0 0 PHF 0.90 0.90 10.90 0.90 10.90 0.90 0.90 0.90 0.90 0.90 Actuated P/A P P I P P P P P P P P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 Ext. eff. green 2.0 2.0 2.0 12.0 2.0 2.0 2.0 2.0 12.0 Arrival type 3 13 3 3 3 3 13 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR 0 0 7 0 20 0 Volume Lane Width 12.0 112.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus sto s/hr 0 0 1 10 1 0 0 0 1 0 0 1 0 file://C:\WINDOWS\TEMP\s2kF25B.TMP 3/4/02 ■r �r �■ rr r r rr �r it rr �r r r r rr r� rr rr Short Report Page 2 071 Unit Extension 13.0 3.0 3.0 3.01 13.0 3.0 3.0 3.0 3.0 Phasing EB Only WB 03 04 Excl.. Thru & 07 08 Only Left RT G = G _ G = G = G 2 = G G Timing 14.0 14.0 7.0 IY = 5 Y = 5 Y = Y = ]Y = 3 Y = 4 Y = Y = Duration of Analysis Cycle Length C = 75.0 hrs = 1.00 Lane Group Ca aci , Control Delay, and LOS Determination EB WB NB SB d'. flow rate 578 212 184 26 86 996 187 20 722 Lane group cap. 654 355 337 336 168 1107 495 1168 1107 /c ratio 0.88 0.60 0.55 0.08 10.51 0.90 0.38 0.12 0.65 Green ratio 0.19 0.19 1 0.19 0.19 0.09 0.31 0.31 0.09 0.31 Unif. delay d1 29.7 27.9 27.6 25.2 32.4 24.9 20.4 31.2 22.5 Delay factor k 0.50 0.50 0.50 0.50 1 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 19.2 7.4 6.4 0.4 111.1 13.6 2.2 1.4 3.0 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 48.9 35.4 34.0 125.6 43.5 38.5 122.6 32.6 25.6 Lane group LOS D I D I C C D D C C C Apprch. delay 45.3 33.0 36.5 25.8 Approach LOS D C D C Intersec. aelay 35.9 Intersection LOS D HCS2000TM Copyright C 2000 University of Florida,All Rights Reserved Version 4.1b file://C:\V`TINDOWS\TEMP\s2kF25B.TN P 3/4/02 II Exhibit 15 Capacity Analysis Worksheets Route 5 at Burnham Street Short Report M 111age 1 on SHORT REPORT General Information Site Information Analyst gency or BUBARIS TRAFFIC Intersection Co. ASSOCIATES Area Type All other areas Date 314102 Jurisdiction SOUTH WINDSOR, Performed CONNECTICUT Time 2003 Analysis Period BACKGROUND AM Year 2003 PEAK HOUR Volume and Timing. Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Lane group LTR LTR L TR IL TR Volume v h 32 7 54 96 27 86 38 813 125 317 1240 20 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF .0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 7 0.90 Actuated P/A P P P P P P IP P P IP P P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 1 3.0 13.0 3.0 3.0 3.0 Ped/Bike/RTOR 0 0 0 18 0 25 0 0 Volume Lane Width 12.0 12.0 12.0 12.0 1 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N IN 0 N N 0 N Parking/hr file:HC:\WINDOWS\TEMP\s2k7305.TMP 3/4/02 M M = M M M M = M M r M r M M M Short Report Page 2 of Z Bus sto s/hr 10 1 1 1 0 0 0 0 0 Unit Extension 13.0 1 13.0 3.0 3.0 3.0 3.0 Phasing EW 02 03 04 SB Only NB Only Thru & 08 Perm RT Timing 20.0 G = G = G = 20.0 8.0 20.0 G Y = 5 Y = Y = Y = Y = 4 Y = 4 Y = 4 Y = Duration of Analysis Cycle Length C = 85.0 hrs = 1.00 Lane Group Ca aci , Control Delay, and LOS Determination EB WB NB SB d'. flow rate 104 213 42 1014 352 1400 Lane groupcap. 353 343 170 1337 425 1695 /c ratio 0.29 0.62 0.25 0.76 0.83 0.83 Green ratio 0.24 1 0.24 0.09 0.38 0.24 0.47 Unif. delay dl 26.7 129.1 35.7 23.1 30.9 19.5 Delay factor k 0.50 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 2.1 8.5 3.5 4.2 19.2 5.0 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 28.8 37.6 39.2 27.3 1 50.1 24.4 Lane group LOS C D D I C D C rch. delay 28.8 37.6 27.8 29.6 roach LOS G D C C Intersec. delay 29.5 Intersection LOS C HCS2000TM Copyright 0 2000 University of Florida,All Rights Reserved Version 4.1b file://C:\WINDOWS\TEMP\s2k7305.TN P 3/4/02 Short Report Page 1 0 I SHORT REPORT General Information Site Information nalyst Agency or BUBARIS TRAFFIC Intersection Co. ASSOCIATES rea Type All other areas Date 314102 Jurisdiction SOUTH WINDSOR, Performed CONNECTICUT 2003 Analysis ime BACKGROUND PM Year 2003 Period PEAK HOUR Volume and Timing In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Lane group LTR LTR L TR L TR Volume v h 51 14 20 77 6 104 163 1006 92 1181 1194 50 % Hea veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Actuated P/A P P P IP P P P P P P P P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 13.0 3.0 3.0 3.0 Ped/Bike/RTOR 0 0 0 18 0 25 0 0 Volume Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N I N 0 N N 0 N N 0 N Parking/hr i file:HC:\WINDOWS\TEMP\s2k626C.TMP 3/4/02 Short Report Page 2 o l Bus sto slhr 1 10 0 1 0 1 0 1 0 1 0 Unit Extension 1 13.0 13.0 1 13.0 1 3.0 1 3.0 1 3.0 Phasing EW 02 03 04 SB Only NB Only Thru & 08 Perm RT G = G = G = G = G = G = G = G = Timing 20.0 1 20.0 8.0 120.0 Y = 5 Y = Y = Y = IY = 4 Y = 4 1 Y = 4 1 Y = Duration of Analysis Cycle Length C = 85.0 hrs = 1.00 Lane Group Ca aci , Control Delay, and LOS Determination EB WB NB SB d'. flow rate 83 189 70 1192 201 1383 Lane groupcap. 309 344 170 1346 425 1688 /c ratio 0.27 0.55 0.41 0.89 0.47 0.82 Green ratio 0.24 0.24 0.09 0.38 0.24 0.47 Unif. delaydl 26.5 28.5 36.3 24.8 28.0 19.4 Delayfactor k 0.50 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 2.1 6.3 7.4 9.9 3.8 4.8 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 28.7 34.9 43.6 134.7 31.8 124.2 Lane group LOS C I C D IC C IC Apprch. delay 28.7 34.9 35.2 25.1 roach LOS C C D C Intersec. delay 29.9 Intersection LOS C HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1b file://C:\WINDOWS\TEMP\s2k626C.TNW 3/4/02 Short Report Page 1 of Z SHORT REPORT General Information Site Information Analyst Intersection Agency or BUBARIS TRAFFIC Area Type All other areas Co. ASSOCIATES SOUTH WINDSOR, Date 314102 Jurisdiction CONNECTICUT Performed Analysis Time Period 2003 COMBINED Year 2003 AM PEAK HOUR Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Lane group LTR LTR L TR L TR Volume v h 32 7 54 1108 27 86 38 813 163 317 1240 20 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Actuated P/A P P P P IP P P P P P P P Startup lost time 2.0 2.0 2.0 2.0 2.6 2.0 Ext. eff. green 2.0 2.0 12.0 2.0 12.0 2.0 Arrival type 3 3 3 3 13 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTO R 0 0 0 18 0 25 0 0 Volume Lane Width 12.0 12.0 12.0 12.0 112.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus sto s/hr 1 10 0 0 0 0 0 file:HC:\WINDOWS\TEMP\s2k413A.TMP 3/4/02 Short Report Page 2 o l Unit Extension 3.0 3.0 3.0 13.0 1 13.0 1 3.0 Phasing EW 02 03 04 SB Only NB Only Thru & 08 Perm RT G = G G = G = G = G = G = G = Timing 20.0 120.0 8.0 120.0 Y = 5 Y = Y IY = I Y = 4 Y = 4 ly = 4 Y-t- Duration of Analysis Cycle Length C = 85.0 hrs = 1.00 Lane Group Ca aci , Control Delay, and LOS Determination EB WB NB SB d'. flow rate 104 226 42 1056 352 1400 Lane group cap. 351 340 170 1330 425 1695 /c ratio 0.30 1 0.66 10.25 0.79 10.83 0.83 Green ratio 0.24 1 0.24 10.09 0.38 10.24 0.47 Unif. delay dl 26.7 29.5 35.7 23.6 30.9 19.5 Delay factor k 0.50 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 2.2 10.3 3.5 5.1 19.2 5.0 PF factor 1.000 1.000 1.000 1.000 1.000 1.000. Control delay28.9 39.8 39.2 28.7 50.1 24.4 Lane group LOS C D D C D C Apprch. delay 28.9 39.8 29.1 29.6 Approach LOS C D C C Intersec. delay 30.1 Intersection LOS C HCS2000TM Copyright C 2000 University of Florida,All Rights Reserved Version 4.1b file://C:\VIINDOWS\TEMP\s2k413A.TMP 3/4/02 Short Report Page 1 of Z SHORT REPORT General Information Site Information Analyst Intersection gency or BUBARIS TRAFFIC Area Type All other areas Co. ASSOCIATES SOUTH WINDSOR, D 314102 ate Jurisdiction CONNECTICUT Performed Analysis Time Period 2003 COMBINED Year 2003 PM PEAK HOUR Volume and Timing In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Lane group LTR LTR IL TR L TR Volume v h 51 4 20 101 6 104 63 1006 94 181 1194 150 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Actuated P/A P P P IP P P IP P P IP P P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green , 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR 0 0 0 18 0 25 0 0 Volume Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus sto s/hr 0 0 0 0 0 0 file://C:\WINDOWS\TEMP\s2k3189.TNU 3/4/02 Short Report Page 2 of 2 Unit Extension 1 3.0 1 1 13.0 1, 13.0 3.0 1 13.0 1 3.0 Phasing EW 02 03 04 SIB Only NB Only Thru & 08 Perm RT Timing 22.0 1G = G = G = 8.0 8.0 120.0 1 G = Y = 5 Y = Y = Y = Y = 4 Y = 4 Y = 4 Y = Duration of Analysis hrs - 1.00 Cycle Length C = 85.0 Lane Group Ca aci , Control Delay, and LOS Determination EB WB NB SIB d'. flow rate 83 215 70 1195 201 1383 Lane group cap. 342 371 170 1346 382 1604 /c ratio 0.24 0.58 0.41 0.89 10.53 0.86 Green ratio 0.26 1 0.26 1 0.09 0.38 0.21 0.45 Unif. delay dl 24.9 27.5 36.3 24.8 29.7 21.1 Delay factor k 0.50 1 0.50 10.50 0.50 0.50 0.50 Increm. delay d2 1.7 6.6 7.4 10.1 15.2 6.8 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 26.6 34.1 43.6 34.9 34.9 28.0 Lane groupLOS C C D C C C Apprch. delay 26.6 34.1 35.4 28.9 Approach LOS C C D C Intersec. delay 31.8 Intersection LOS C HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1b file://C:\WINDOWS\TEMP\s2k3189.TMP 3/4/02 ' Exhibit 16 Capacity Analysis Worksheets Burnham Street at DST Output Inc. South Site Drive I , Two-Way Stop Control Page 1 of 3 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst BUBARIS TRAFFIC Intersection Agency/Co. ASSOCIATES Jurisdiction SOUTH WINDSOR, Date Performed 3/3/2002 CONNECTICUT 2003 COMBINED AM nal sis Year 2003 Analysis Time Period PEAK HOUR Project Description East/West Street: BURNHAM STREET North/South Street: DST OUTPUT INC. SOUTH SITE DR Intersection Orientation: East-West Study Period hrs : 1.00 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 38 449 0 49 209 13 Peak-Hour Factor, 0.90 0.90 0.90 0.90 0.90 0.90 PHF Hourly Flow Rate, HFR 42 498 0 0 232 14 Percent Heavy 0 "" -- 0 Vehicles Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT I TR Upstream Signal 0 0 file://C:\WM0WS\TEMP\u2k92B l.TMP 3/4/02 Two-Way Stop Control Page 2 of 3 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 392 5 4 148 12 Peak-Hour Factor, 0.90 0.90 0.90 0.90 0.90 0.90 PHF Hourly Flow Rate, HFR 0 0 0 4 0 13 Percent Heavy 0 0 0 0 0 0 Vehicles Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Confi uration 4 LR r Len th, and Level of Service roach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v h 42 17 C m v h 1332 606 lc 0.03 0.03 95% queue length 0.10 0.09 Control Delay 7.8 11.1 LOS A 8 Approach Delay -- -- 11. 1 Approach LOS -- -- 8 Hcs2000TM Copyright©2000 University of Florida, All Rights Reserved Version 4.1b flle://C:\WINDOWS\TEMP\u2k92B 1.TMP 3/4/02 Two-Way Stop Control Pagel of 3 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Intersection Agency/Co. BUBARIS TRAFFIC SOUTH WINDSOR, ASSOCIATES Jurisdiction CONNECTICUT Date Performed 3/3/2002 Analysis Year 2003 Analysis Time Period 2003 COMBINED PM PEAK HOUR Project Description East/West Street: BURNHAM STREET North/South Street: DST OUTPUT INC. SOUTH SITE DR Intersection Orientation: East-West StuLdy Period hrs : 1.00 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 2 277 0 49 187 0 Peak-Hour Factor, 0.90 0.90 0.90 0.90 0.90 0.90 PHF Hourly Flow Rate, HFR 2 307 0 0 207 0 Percent Heavy 0 -- -- 0 -- -- Vehicles Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT I TR Upstream Signal 0 0 file:.HC:\WINDOWS\TEMP\u2kA031.TNT 3/4/02 Two-Way Stop Control Page 2 of 3 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 392 5 8 148 24 Peak-Hour Factor, 0.90 0.90 0.90 0.90 0.90 0.90 PHF Hourly Flow Rate, HFR 0 0 0 8 0 26 Percent Heavy 0 0 0 0 0 0 Vehicles Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration I I LR Delay, Queue Len th; and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v h 2 34 C m v h 1376 733 /c 0.00 0.05 95% queue length 0.00 0.15 Control Delay 7.6 10.2 LOS A B Approach Delay -- -- 10.2 Approach LOS I -- -- B HCS2000TM Copyright©2000 University of Florida, All Rights Reserved Version 4.1b file:HC:\WINDOWS\TEMP\u2kA031.TMP 3/4/02 DESIGN PROFESSIONALS, INC. MAR 5 Z002 civil engineers .planners . surveyors . gis .gps t „7 Revised 3/5/02 Narrative Statement DST Realty Connecticut, Inc. February 8, 2002 In the summer of 1998, DST Realty, Inc. received approval from the Town of South Windsor, Connecticut to build a new 149,759± square foot state-of-the-art facility for Output Technologies, Inc., a wholly owned subsidiary of DST Systems, Inc. of Kansas City, Missouri. DST Realty Connecticut, Inc. subsequently acquired the 25.58-acre site adjacent to Interstate 291 (Exit 4) and U.S. Route 5 and contracted with the J.E. Dunn Construction Co., also of Kansas City, to erect the building, which was completed and occupied in 1999. The building now contains some 300 associates. DST Realty Connecticut subsequently acquired an additional 21.73 acres, and now plans to expand the facility to 258,081± square feet by erecting a 108,322± square foot addition, providing new production, receiving and warehousing capabilities for DST Output, Inc. (formerly Output Technologies, Inc.). Additionally, a 2,940±square foot detached generator building is proposed, for a new total campus building square footage of 261,021 square feet. DST Output is planning to expand the South Windsor processing facility to accommodate its long-term business needs and to improve its nationwide disaster recovery capability. With this expansion,the facility will be better equipped to manage future distributive print requirements of large national customers as business needs dictate. The building's architect is TranSystems Corp. of Kansas City, and site engineering is being performed by Design Professionals, Inc. of South Windsor. Both firms are members of the original design team. Applications are being prepared for submission to various land use regulatory agencies, including the local Planning &Zoning Commission, Inland Wetlands Agency, and the Water Pollution Control Authority, as well as state agencies, including the State Traffic Commission and the Department of Environmental Protection. In preparing the site plans, the design team has had assistance from Town staff, including Town Manager Matthew Galligan. The project's timetable includes municipal application submissions on or around February 8, 2002. Construction is anticipated to commence later this year. DST Output has more than 30 years of experience helping the world's leading companies create lasting, profitable relationships with their customers. The company integrates print and electronic communications solutions for businesses in a variety of industries and produces in excess of 2 billion communications each year. DST Output's 150,000± sq. ft. processing facility on 47.31 acres at 125 Ellington Road in South Windsor boasts cutting-edge technology and an enhanced processing environment, which enables its more than 300 employees to produce accurate and timely communications solutions for clients and their customers. With advanced state-of the-art, high-speed digital equipment, this facility processes checks, statements, brochures, and invoices for various clients,predominately in the mutual funds, video services, and brokerage markets. The company has 4,000 associates at multiple locations throughout the United States, Canada and the United Kingdom. 165 South Satellite Road, South Windsor, Connecticut 0,6074 Tel: (860) 291-8755 •Fax: (860) 291-8757 DRAINAGE REPORT OUTPUT TECHNOLOGY SOLUTIONS DST REALTY, INC. ELLINGTON ROAD SOUTH WINDSOR, CONNECTICUT MAR v 2002 ul JiVIV i �n�vo Y: j byh�pp q c. vn � 2Y o 6 � f J}���.',•ri . a/jylPlp /a1b r"iHildYfik7el�lPYe4u7p5'h Prepared by Design Professionals, Inc. 165 South Satellite Road South Windsor, CT 06074 DPI Project No. 02-1567 February 25, 2002 The following drainage analysis has been prepared to provide guidance as to the maximum development on the site based on the capacity of the proposed drainage improvements. The site is located on the east side of Ellington Road and on the south side of the Route 291 highway in the town of South Windsor. The site consists of approximately 47 acres,and was developed in 1999. Prior to development,the site contained a single family home,and outbuildings,and generally open land consisting of wooded areas,and meadows. In 1999,the site was developed with a 113,000 S.F.building,and associated parking. As part of the development,an infiltration basin was designed and installed on the north side of the site. In conjunction with the installation of the infiltration basin,an existing ditch that collected runoff from the site,and approximately 30 acres to the east of the site and discharged into the Ellington road drainage system via a pipe was diverted into the infiltration basin. The original design of the infiltration basin contained a provision for an overflow to a ditch that was installed along the 1-291 corridor. During the permitting with the CT DOT,it was determined that this would result in a diversion of storm water,and was never installed. The infiltration basin was modified with an outlet added to the basin in 2001. The outlet allowed for the basin to act as a detention basin. As part of the permitting for the outlet from the basin,the basin was modeled with 100%additional development on the site. The original infiltration basin was designed to allow for this additional development,and as such,the permitting of the detention basin was for the same additional development. The summary of pre-development and post development flows are included below from the drainage report dated April 25,2000,as submitted for the permit for the original outlet from the detention basin. STORM EVENT PRE-EXISTING FLOWS POST DEVELOPED FLOWS 2 7 10 19 5.3 25 26 6.8 50 34 8.6 100 42 10.6 The proposed development of the site includes the construction of a 103,000 S.F.addition with associated parking and loading areas. Approximately 22 Acres of the site under proposed conditions was not originally included in the drainage area to the existing detention basin. Under proposed conditions,the detention basin will discharge at the same peak rates as previously permitted to the state drainage system. The originally permitted discharge rates took into account an additional development on the site. Taking into account the additional area draining to the basin,and additional storage volume in the basin due to the construction of the drainage swale around the property,additional development is allowable on the site. Based on the calculations,22.9 acres of impervious coverage are allowed on the site without further detention area required. With the proposed expansion,there will be a total of approximately 12.75 acres of impervious coverage. The TR-55 calculations for the full build out ie 22.9 acres of impervious coverage are included in appendix A. Utilizing the TR 55 output,we modeled the existing detention basin,and routed the 10-100 year storm events through the pond utilizing the"Hydraflow Hydrographs for Windows". The results of the routing of the developed storm flows through the pond are contained in appendix B. The results of the projected flows under the previously permitted and post developed conditions are summarized below: STORM EVENT PERMITTED FLOWS FULL BUILD OUT FLOWS 2 1.80 10 5.3 5.11 25 6.8 6.97 50 8.6 8.75 100 10.6 10.33 The full build-out flows will be approximately equal to the permitted flows,and significantly less than the pre-existing flows. The actual flows from the proposed developed site will be considerable less than the full build out peak flows. Appendix A RUNOFF CURVE NUMBER COMPUTATION Version 2.00 Project : DST OUTPUT User: GBS Date: 02/22/92 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- FULLY DEVELOPED URBAN. AREAS (Veg Estab.) Open space (Lawns,parks etc. ) Good condition; grass cover > 75% - 24.1(61) - - Impervious Areas Paved parking lots, roofs, driveways - 22.9(98) - - Residential districts Avg % impery (by average lot size) 1 acre 20 - 6(68) - - OTHER AGRICULTURAL LANDS Woods good - 16(55) - - Total Area (by Hydrologic Soil Group) 69 ------------------------------------------------------------------------------- TOTAL DRAINAGE AREA: 69 Acres WEIGHTED CURVE NUMBER: 72* ------------------------------------------------------------------------------- * - Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00 Project : DST OUTPUT User: GBS Date: 02/22/92 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS ------------------------------------------------------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet 3.2 200 .01 I 1.432 Shallow Concent'd 500 .01 U 0.086 Open Channel 2800 1 0.778 Time of Concentration = 2.30* --- Sheet Flow Surface Codes --- A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (No Res.) G Grass, Burmuda --- Surface Codes --- C Cultivated < 20 % Res. H Woods, Light P Paved D Cultivated > 20 % Res. I Woods, Dense U Unpaved E Grass-Range, Short J Range, Natural * - Generated for use by GRAPHIC method GRAPHICAL PEAK DISCHARGE METHOD Version 2.00 Project : DST OUTPUT User: GBS Date: 02/22/92 County : HARTFORD State: CT Checked: Date: Subtitle: DEVELOPED CONDITIONS Data: Drainage Area 69 * Acres Runoff Curve Number 72 * Time of Concentration: 2.30 * Hours Rainfall Type III Pond and Swamp Area NONE ----------------------- I Storm Number I 1 1 2 1 3 1 4 I 5 1 1----------------------1------1------1------{------{------1 { Frequency (yrs) I 2 { 10 I 25 I 50 { 100 { 1 f I I I I I 1 24-Hr Rainfall (in) I 3.2 i 4.7 1 5.5 I 6.2 ► 6.9 { I I 1 1 I I I Ia/P Ratio { 0.24 10.17 1 0.14 1 0.13 { 0.11 I I I I I I I { Runoff (in) 10.93 { 1.97 1 2.59 { 3.16 13.74 { I I I I I I i { Unit Peak Discharge 10.256 10.273 10.278 10.281 10.284 1 1 (cfs/acre/in) I I I l 1 I I I I I I I I 1 Pond and Swamp Factorl 1.00 11.00 11.00 11.00 { 1.00 { { 0.0% Ponds Used I I I I I I 1----------------------1------{------1------{------1------{ I Peak Discharge (cfs) ( 16 { 37 I 50 1 61 I 73 I * - Value(s) provided from TR-55 system routines Appendix B Hydrograph Summary Report Page' Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cult) (ff) (cam) 1 SCS Runoff 16.58 6 816 230,025 — DEVELOPED CONDITIONS 2 Reservoir 1.80 6 1272 162,781 1 55.91 171,367 Proj. file: 1567.gpw Return Period: 2 yr Run date: 02-22-2002 Hydraflow Hydrographs by IntelisoNe Hydrograph Report Pagel Hydraflow Hydrographs by lntellsolve Hyd. No. 2 Hydrograph type = Reservoir Peak discharge = 1.80 cfs Storm frequency = 2 yrs Time interval = 6 min Inflow hyd. No. = 1 Reservoir name = DETENTION POND Max. Elevation = 55.91 ft Max. Storage = 171,367 cult Storage Indication method used. Outflow hydrograph volume=162,781 cult Hydrograph Discharge Table Time Inflow Elevation Clv A CIv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs efs cfs cfs 14.70 12.14 55.59 0.46 0.46 14.80 11.50 55.61 0.53 ----- -- ----- ---- ---- ----- -_- --- 0.53 14.90 10.84 55.63 0.60 ---- --- ---- ----- ---- ----- ---- ----- 0.60 15.00 10.15 55.65 0.67 --- ---- --- ---- ----- -- -- 0.67 15.10 9.45 55.67 0.73 ----- ----- ---- --- ----- ---- ---- ---- 0.73 15.20 8.74 55.68 0.78 ---- ----- ---- ____ M__ ^__ ___ ____ 0.78 15.30 8.04 55.70 0.83 ----- --- --- --- ---- ----- ----- ----- 0.83 15.40 7.37 55.71 0.89 ----- ----- ----- ---- ----- ----- --_ --- 0.89 15.50 6.82 55.72 0.95 ----- ---- --- ----- ---- --- ----- 0.95 15.60 6.42 55.73 1.00 ----- ----- ---- --- ---- --- ---- ---- 1.00 15.70 6.10 55.74 1.04 ---- ---- ___ ____ ____ �__ ____ _____ 1.04 15.80 5.86 55.75 1.09 ---- ----- ----- ---- ---- ----- ----- ----- 1.09 15.90 5.65 55.76 1.13 ---- ---- ----- ---- ----- ---- ----- ----- 1.13 16.00 5.47 55.77 1.17 ---- ---- ---- ---- ----- --- --- ---- 1.17 16.10 5.31 55.78 1.20 1.20 16.20 5.15 55.79 1.24 ----- --- ----- --- ----- ----- ---- 1.24 16.30 5.00 55.79 1.27 ----- -- ---- ----- ----- ---- --- 1.27 16.40 4.86 55.80 1.30 ---- ----- ----- ----- ---- ----- ---- 1.30 16.50 4.72 55.81 1.33 1.33 16.60 4.59 55.81 1.36 ----- ---- ---- ----- ----- _-__ ___ 1.36 16.70 4.46 55.82 1.39 ----- ---- ---- ____ _ _ _____ ----- 1.39 16.80 4.34 55.82 1.41 ---- ---- ---- ----- ---- ____ _____ 1.41 16.90 4.22 55.83 1.44 ---- ----- ----- --- ----- --- ----- ---- 1.44 17.00 4.10 55.84 1.46 1.46 17.10 3.98 55.84 1.48 ----- ----- -- ---- --- ----- ----- ---- 1.48 17.20 3.88 55.84 1.51 ----- ----- ---- _--- ---- ____ w_ _____ 1.51 17.30 3.77 55.85 1.53 --- ---- _- _-__ __-- __-- ----- 1.53 17.40 3.67 55.85 1.54 ---- ----- ----- ----_ ___-_ ____" ""--' ____ 1.54 17.50 3.57 55.86 1.56 1.56 17.60 3.48 55.86 1.58 1.58 17.70 3.39 55.86 1.59 --- ---- ---- ---- ----- --- ----- ----- 1.59 17.80 3.30 55.87 1.61 ----- ---- _-_ _____ ____ ---- ---- ---- 1.61 17.90 3.22 55.87 1.62 --- ----- ---- ----- ----- ----- __� �- 1.62 18.00 3.14 55.87 1.64 -- ---- ---- ----- ---- ---' __"_ 1.64 18.10 3.06 55.88 1.65 ----- ----- --- ----- _---- _� _-_ _-_- 1.65 18.20 2.98 55.88 1.66 ----- ----- ---- ----- ---- ----- ----- __- 1.66 18.30 2.91 55.88 1.67 ---- ----- _____ _ ___ _____ _____ ____ 1.67 18.40 2.84 55.88 1.68 ----- ---- ---- ---_ -- ----- ---- 1.68 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EA1 Outflow (hrs) ds ft ds ds cfs cfs ds cfs ds ds ds cfs 18.50 2.77 55.89 1.69 --- --- ---- ---- _--- -___ -_- ----- 1.69 18.60 2.70 55.89 1.70 --- ---- ----- ----- ----- ----- ----- ---- 1.70 18.70 2.64 55.89 1.71 ----- --- ---- --- -- ----- ---- ----- 1.71 18.80 2.58 55.89 1.72 ---- --- ---- ----- ---- --_-- ----- --- 1.72 18.90 2.53 55.89 1.72 ----- ----- ----- ---- ----_ ----- ---- --- 1.72 19.00 2.47 55.89 1.73 -- ---- _�_ _____ _____ -___ _._. 1.73 19.10 2.42 55.90 1.74 ----- ----- ----- ----- --- ----- ----- -- 1.74 19.20 2.37 55.90 1.74 ----- ----- ----- ----- ---- ----- ---- --- 1.74 19.30 2.33 55.90 1.75 ---- ---- -- --- ----- ----- --- --- 1.75 19.40 2.28 55.90 1.75 ----- ---- ___ `_ ___-- ---- 1.75 19.50 2.24 55.90 1.76 ----- ---- --- ----- -- __� �- ---- 1.76 19.60 2.20 55.90 1.76 ----- ---- ----- ----- ---- ----- _-- 1.76 19.70 2.17 55.90 1.77 ----- ---- ----- ----- ----- ----- --- ----- 1.77 19.80 2.13 55.90 1.77 ----- ----- ----- ---- ----- ---- -_- ---- 1.77 19.90 2.10 55.90 1.78 ---- --- ----- ---- ----- ---- -_--- --- 1.78 20.00 2.07 55.90 1.78 ----- ---- ----- ---- ----- ---- ----- _--- 1.78 20.10 2.04 55.90 1.78 --- ---- ---- - ---- ---- ---- ----- 1.78 20.20 2.01 55.91 1.79 ----- ----- ---- ---- ----- ----- _--- 1.79 20.30 1.98 55.91 1.79 ----- ---- --- ----- ---- --- ----- ----- 1.79 20.40 1.96 55.91 1.79 --- ----- ----- ---- ---- ----- ---- ---- 1.79 20.50 1.94 55.91 1.79 ---- ----_ _-- _�_ ____ __-_ --- ----- 1.79 20.60 1.91 55.91 1.80 ---- ---- --- ----- _-- --- ----- ----- 1.80 20.70 1.89 55.91 1.80 ----- -- --- --- --- --- ----- ----- 1.80 20.80 1.87 55.91 1.80 ----- ----- ---- ----- ____ ---- ---- ----- 1.80 20.90 1.85 55.91 1.80 --- --- --- ---- ---- ----- --- ---- 1.80 21.00 1.83 55.91 1.80 ---- ----- ----- -- ---- ----- ---- ----- 1.80 21.10 1.81 55.91 1.80 ----- ---- ----- -- --- ---- --- ---- 1.80 21.20 1.79 55.91 << 1.80 --_- ----- _�_ _-_ _�_ -__ __w _-_- 1.80<< 21.30 1.77 55.91 1.80 ---- ----_ -- --_ ----- ---- ----- ----- 1.80 21.40 1.76 55.91 1.80 ----- ---- ----- ----- --- --- ----- --- 1.80 21.50 1.74 55.91 1.80 --- --- --- ----- --- -- ----- ----- 1.80 21.60 1.72 55.91 1.80 ----- --- ---- ----- --- ----- ----- -- 1.80 21.70 1.70 55.91 1.80 ----- ----- ----- ----- -___ _w ___ _-_ 1.80 21.80 1.68 55.91 1.79 ---- --- ----- ----- ----- ----- - - ----- 1.79 21.90 1.66 55.91 1.79 -- -- ----- ----- ----- ---- --_ ---- 1.79 22.00 1.65 55.91 1.79 -- ---- ---- ----- ---- ---- ---- -- 1.79 22.10 1.63 55.91 1.79 ----- ----- --- ----_ _w_ ____ _-_- ----- 1.79 22.20 1.62 55.91 1.79 ----- ----- -- ---- ---- -__ ___ �__ 1.79 22.30 1.61 55.90 1.79 ---- ----- ---- ----_ ---- __ - ____ -__ 1.79 22.40 1.59 55.90 1.78 ---- ----_ --- _� _� --_ _-- ---- 1.78 22.50 1.58 55.90 1.78 ---- ---- ---- ---_ _-_ __� _-_ _-- 1.78 22.60 1.57 55.90 1.78 ----- ---- ----- ----- ----- -_ _____ 1.78 22.70 1.56 55.90 1.78 ---- ----- ---- ----- _____ ___ __� ____ 1.78 22.80 1.55 55.90 1.77 --- ---- ---- ---- --- ----- ----- ---- 1.77 22.90 1.54 55.90 1.77 ----- ---- ---- -- --- ----- --_-- -_-- 1.77 23.00 1.53 55.90 1.77 -- --- --- --- ----- --' --" 1.77 23.10 1.52 55.90 1.76 ---- ----- ---- ---- ----- ----- ---- ---- 1.76 23.20 1.51 55.90 1.76 ----- --- ---_ -.--_ _____ __-- ---- ----- 1.76 23.30 1.50 55.90 1.76 ----- -- ----- ----- ----- --- ----- ---- 1.76 23.40 1.49 55.90 1.76 -- __� ____ _-__ ----- ---- ----- 1.76 23.50 1.48 55.90 1.75 ---_ -__ _-_ ___ _____ ____ _w_ _-- 1.75 Continues on next page... Page 3 Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exf l Outflow (firs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs efs cfs 23.60 1.47 55.90 1.75 -- ----- ---- -__. _____ __-_ __-- ---- 1.75 23.70 1.45 55.90 1.75 --- ----- ----- ----- ----- ---- ---- 1.75 23.80 1.44 55.90 1.75 ----- -- ---- _---- _-_ ___ ____ ---_ 1.75 23.90 1.42 55.90 1.74 -- -- ----- ---__ __- -__ _____ -_-_ 1.74 24.00 1.41 55.90 1.74 --- ----- ---- ____ __- ____ ____ _-- 1.74 24.10 1.39 55.90 1.74 ----- ----- ----- --- ----- -- ----- ---- 1.74 24.20 1.36 55.90 1.73 ---- ---- --- ----- ---- ---- --- ---- 1.73 24.30 1.34 55.89 1.73 -- ----- ---- ----- ----- ---- ----- ----_ 1.73 24.40 1.30 55.89 1.73 ----- -- --- ----- ---- ---- ---- ----- 1.73 24.50 1.26 55.89 1.72 --- -- ---- _-_ _- :____ __-- -- 1.72 24.60 1.22 55.89 1.72 --- ----- --- -__ -_ __- __-_ -_- 1.72 24.70 1.17 55.89 1.71 ---- ----- ----- ----- ----- ----- ----- ----- 1.71 24.80 1.12 55.89 1.71 ----- --_ ---- -- __- _-_ _____ _-_- 1.71 24.90 1.07 55.89 1.70 - --- ---_ _____ _____ ____ ____- ----- 1.70 25.00 1.01 55.89 1.70 ----- -- -_- ___ ___ _____ -__ ____ 1.70 25.10 0.94 55.89 1.69 -- ---- ----- --_ _---- ---- ____ -____ 1.69 25.20 0.87 55.88 1.69 ----- ----- --- ----- --- ----- 1.69 25.30 0.80 55.88 1.68 ----- ---- --- --- -__ ____ __- -- 1.68 25.40 0.72 55.88 1.67 ----- ----- ----- ----- -- --- --_ _---- 1.67 25.50 0.65 55.88 1.66 ---- ----- ---- --- ----- ----- ----- ---- 1.66 25.60 0.58 55.88 1.65 ---- ---- ----- ----- ----- ----- ----- ----- 1.65 25.70 0.52 55.88 1.64 ----- ---- ----- ____ _____ ___ ____ _-__ 1.64 25.80 0.46 55.87 1.63 ---- ---- ---- --- ---- --- ---- 1.63 25.90 0.40 55.87 1.62 1.62 26.00 0.35 55.87 1.61 ----- ----- ---- ---- ---- --- ----- --- 1.61 26.10 0.30 55.87 1.60 ----- ---- ---- ----- ---- _-_ ____ _-_- 1.60 26.20 0.26 55.86 1.59 -- ----- ----_ ___ _____ ___ _____ ____- 1.59 26.30 0.22 55.86 1.58 -- ----- -__ _____ ---- ---_ --- ----- 1.58 26.40 0.18 55.86 1.57 ----- ----- ----- --- ----- ----- ---- ----- 1.57 26.50 0.15 55.86 1.56 --- ----- ----- ---- ----- __- _-_ 1.56 26.60 0.12 55.85 1.54 ----- ----- --- --- ----- --- ---- ---- 1.54 26.70 0.09 55.85 1.53 --- ____ -_ _____ __- _____ --- _-- 1.53 26.80 0.07 55.85 1.52 -- --- - --- --_ -__ _____ -_- 1.52 26.90 0.05 55.84 1.51 ----- ---- ----- --_ _-___ _____ ___ ____ 1.51 27.00 0.03 55.84 1.49 --- ---- ----- --- --- --- ----- ---- 1.49 27.10 0.02 55.84 1.48 ----- - ---- ----- -- _____ __- _�_ 1.48 27.20 0.01 55.84 1.47 --- ---- --_ ---- ___ __-- --- -- 1.47 27.30 0.00 55.83 1.46 ---- ---_ ---- -_ -__ _- ___ ___-- 1.46 27.40 0.00 55.83 1.44 ---_ -- ----- ----- __ _ ____ -__ ____ 1.44 27.50 0.00 55.83 1.43 -- -- ---- ____ ___ _____ ____ ----- 1.43 27.60 0.00 55.83 1.42 --- --_ __- --_ -__ ____ ___- __-- 1.42 27.70 0.00 55.82 1.41 --_ ---- -- -_ _____ _-__- _-- ----- 1.41 27.80 0.00 55.82 1.39 ----- -- ----- ---- ____ ___ _ ____ 1.39 27.90 0.00 55.82 1.38 -- ----- ----_ ___ __ _ _____ _-. _-_-- 1.38 28.00 0.06 55.81 1.37 ----- ----- _- _____ -_-_ ---- --- ----- 1.37 28.10 0.00 55.81 1.36 ---- ----- ----- ----- ----- ----- ----- ---- 1.36 28.20 0.00 55.81 1.35 ----- ---__ ___ -____ _-- ---- 1.35 28.30 0.00 55.81 1.34 ----- ----- _- ___ _____ __ _ _____ 1.34 28.40 0.00 55.80 1.32 ----- -- ---- __- _____ ---_ _---- ----- 1.32 28.50 0.00 55.80 1.31 ----- ----- ___ ____ _--_ _-_- ---- -- 1.31 28.60 0.00 55.80 1.30 --- ---- ---- ---__ ____ ____ _____ __-- 1.30 Continues on next page... Page 4 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exf l Outflow (hrs) cfs ft Cfs cfs cfs cfs cfs Cfs cfs cfs cfs Cfs 28.70 0.00 55.80 1.29 --- --_ __- --_ _____ ____ ____ _ 1.29 28.80 0.00 55.79 1.28 ----- ----- ----_ -- -__ _- -_ 1.28 28.90 0.00 55.79 1.27 --- --- ----- ---- ----- ----- ----- ---- 1.27 29.00 0.00 55.79 1.26 -- --- --- ---- ----- _-_ _____ _____ 1.26 29.10 0.00 55.79 1.25 ----- ----- -__ _-_ ____ -__ -__ ___ 1.25 29.20 0.00 55.79 1.23 ----- ----- ----- --- ----- --- -- _---- 1.23 29.30 0.00 55.78 1.22 ----- -_-- -- ____ ___ ___ ___ __-- 1.22 29.40 0.00 55.78 1.21 -- ----- - ----- ---- ----- ---- ---- 1.21 29.50 0.00 55.78 1.20 ---- ---- -- ---- ---- ---- --_ ---- 1.20 29.60 0.00 55.78 1.19 -- --- ---- --__ _- ____ ____ ---- 1.19 29.70 0.00 55.77 1.18 --- --- --- ----- ----- -- -- ----- 1.18 29.80 0.00 55.77 1.17 --- --- ----- ----_ _____ ____ _- -_-- 1.17 29.90 0.00 55.77 1.16 ---- ----- ----- ----- ----- ----- ---- ---- 1.16 30.00 0.00 55.77 1.15 ---- ----- ----- ---- -_- ___ - _____ -____ 1.15 30.10 0.00 55.76 1.14 --- ---- ----- ---- ----- ----- ---- ----- 1.14 30.20 0.00 55.76 1.13 ---- ---- -- ___ _____ ____ ____ ____ 1.13 30.30 0.00 55.76 1.12 -- ----- ____ _____ _____ -- ----- 1.12 30.40 0.00 55.76 1.11 -- ---- ----- ---- ___ -- ----- ____ 1.11 30.50 0.00 55.76 1.10 --- --- ----- ---- --- ____ ____ ____ 1.10 30.60 0.00 55.75 1.09 ---- --_ ____ ___ _____ _- _____ ____ 1.09 30.70 0.00 55.75 1.08 ----- ---_ ___ -__ ____ ____ ___ _ _- 1.08 30.80 0.00 55.75 1.07 ---- ---- --- -- --- --- ---- 1.07 30.90 0.00 55.75 1.06 --- ---- ---- ---- ----- ----- --- ---- 1.06 31.00 0.00 55.75 1.05 --- ----_ -__ _- _.___ _____ -_-- -_-- 1.05 31.10 0.00 55.74 1.04 -- ----- ----- ---- ----- ---- ----- ---- 1.04 31.20 0.00 55.74 1.04 ----- ---- ---- -- -- ---- ____ _____ 1.04 31.30 0.00 55.74 1.03 -- ----- ----- ----- --- ----- ----- ---- 1.03 31.40 0.00 55.74 1.02 -- -- ----- ----- ---- ---- ---- ---- 1.02 31.50 0.00 55.74 1.01 ----- ----- __- -- __- ----- ----- ----- 1.01 31.60 0.00 55.73 1.00 ----- ----- --- ----- _-_ _- ___ -__ 1.00 31.70 0.00 55.73 0.99 ----- ----- ----- ---- -_-- --= ---- ----- 0.99 31.80 0.00 55.73 0.98 -- ----- ---- ---- ----- ---- ---- ----- 0.98 31.90 0.00 55.73 0.97 ---- ----- ---- ----- -- ----- --- --- 0.97 32.00 0.00 55.73 0.97 ----- ----- -__ ___- _- ----- ____ _____ 0.97 32.10 0.00 55.72 0.96 ----- --- ____ ___ __- ____ _____ ___ 0.96 32.20 0.00 55.72 0.95 ----- ---- ---- -_- --- ----- -_- ----- 0.95 32.30 0.00 55.72 0.94 ----- ---- ----- ----- ---- ----- ---- ----- 0.94 32.40 0.00 55.72 0.93 ---- -- -- ---- ---- --- ----- 0.93 32.50 0.00 55.72 0.92 ----- --- -- ---- -- ---- ---- ---- 0.92 32.60 0.00 55.72 0.92 -- --- ---- -- ---- ----- --- ---- 0.92 32.70 0.00 55.71 0.91 ----_ ___ -_ _� ___ ____ ___ ----- 0.91 32.80 0.00 55.71 0.90 ----- ----- ---- ----- ----- ----- ----- 0.90 32.90 0.00 55.71 0.89 ----- ---- ----- --- ----- ----- --- ---- 0.89 33.00 0.00 55.71 0.88 ----- -- ----- --- ----- ----- --- ----- 0.88 33.10 0.00 55.71 0.88 --- ----- ----- ----- ---- ----- ---- ---- 0.88 33.20 0.00 55.71 0.87 ----- ---- ----- ----- ----_ ___ ___ _- 0.87 33.30 0.00 55.70 0.86 -- -- ---- ----- ----- -- ___ ____ 0.86 33.40 0.00 55.70 0.85 -- ----- ----- ----- --- ----- --- ----- 0.85 33.50 0.00 55.70 0.85 ----- ---- ---- ----- ----- ----- ----- ----- 0.85 33.60 0.00 55.70 0.84 -- ---- ----- ----- ----- -- --__ ___ 0.84 33.70 0.00 55.70 0.83 -- ----- --- ----- ----- ---- ----- ----- 0.83 Continues on next page... Page 5 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfll Outflow (hrs) ds ft ds ds ds ds efs ds Cfs Cfs ds ds 33.80 0.00 55.70 0.83 -- ----- ---- _--- --- ----- -- ----- 0.83 33.90 0.00 55.69 0.82 ----- ----- ---- -- _____ ____ _� 0.82 34.00 0.00 55.69 0.82 ----- -_-- --_ __-- ___ _____ ____ ____- 0.82 34.10 0.00 55.69 0.81 ----- ---- ----- ---- ___ _- -_ _- 0.81 34.20 0.00 55.69 0.81 ----- ----- _-_- ----- _-___ -__ -- ---- 0.81 34.30 0.00 55.69 0.80 ---- ----- --- ---- -- ___ __- _-_ 0.80 34.40 0.00 55.69 0.80 ---- -- -_- ----- ----- ---- ---- 0.80 34.50 0.00 55.69 0.79 --- ---- ----- ---- ---- ----- ---- ----- 0.79 34.60 0.00 55.68 0.78 ----- -- -- _-__ �_ _____ -__ -_ 0.78 34.70 0.00 55.68 0.78 --- ----- _---- ---- ----- -- ----- -- 0.78 34.80 0.00 55.68 0.77 ----- ----- --- ---- ----- - ----- ---- 0.77 34.90 0.00 55.68 0.77 ----- --- ---- ----- __- ___ ____ --___ 0.77 35.00 0.00 55.68 0.76 --- _-- ---- ---- ---- -- ---- ---- 0.76 35.10 0.00 55.68 0.76 --- ---- ----- --_ -__ _- _-_ 0.76 35.20 0.00 55.67 0.75 ----- ---- ----- ----- -_- _--- -- ---- 0.75 35.30 0.00 55.67 0.75 --- ____ _____ -_ -_ ___ ____ _-_- 0.75 35.40 0.00 55.67 0.74 --- --- --- -_- -_-- ---- --- ----- 0.74 35.50 0.00 55.67 0.74 --- --- -- --- ----- --- ----- ----- 0.74 35.60 0.00 55.67 0.73 ---- ---- ----- ---- _-_ ___ ____ ____ 0.73 35.70 0.00 55.67 0.73 -- --- ---- ____ ----- _- ____ -- 0.73 35.80 0.00 55.67 0.72 ----- -- -- _-_ ___ ____ _____ ____ 0.72 35.90 0.00 55.67 0.72 -- _-___ _____ _.- __- _____ w _ -__ 0.72 36.00 0.00 55.66 0.71 -- --- --- --- --_ _-_ _-_ ____ 0.71 36.10 0.00 55.66 0.71 ---_ ----- -_ -_ _- ___-- _-- ---- 0.71 36.20 0.00 55.66 0.70 ----- ---- ----- ----- --- ----- -- ----- 0.70 36.30 0.00 55.66 0.70 ----- ----_ --- ----- _- ____ _____ ----- 0.70 36.40 0.00 55.66 0.70 - ----- ----- --- ----- -__ -__ ____ 0.70 36.50 0.00 55.66 0.69 ---- -- ---- ___ ____ -__ ___ ____ 0.69 36.60 0.00 55.66 0.69 -- --- ---- ____ _____ ____ _____ __-- 0.69 36.70 0.00 55.65 0.68 ----- ----- --__ _ __ -- _- _____ __-- 0.68 36.80 0.00 55.65 0.68 ----- ---- ---- ----- --_ __ ___ __ 0.68 36.90 0.00 55.65 0.67 -- ----- ----- ---- --_ --- ----- --- 0.87 37.00 0.00 55.65 0.67 ----- ---- ---- ___ _� -__ -_ ____ 0.67 37.10 0.00 55.65 0.66 ----- ----- -__ ____ _____ ____ ___ -- 0.66 37.20 0.00 55.65 0.66 ---- ----- ----_ _____ -__ -__ ___ -____ 0.66 37.30 0.00 55.65 0.65 - ---- ---- ---- ----- ---- --- ----- 0.65 37.40 0.00 55.65 0.65 --- ----- ----- ---- ---- ----- _-- --- 0.65 37.50 0.00 55.64 0.65 ----- ----- -- --- ---- ----- ---- ----- 0.65 37.60 0.00 55.64 0.64 ---- ----- __-- ..__ _____ _____ _-- _-_- 0.64 37.70 0.00 55.64 0.64 ----- ---- ----- ----- __- ___ _____ _-- 0.64 37.80 0.00 55.64 0.63 ----- --- --- ----- ---- ---- ----- ---- 0.63 37.90 0.00 55.64 0.63 ---- -- ----_ __- _-_ ____ _____ 0.63 38.00 0.00 55.64 0.62 ----- ---- _-- -- --_ _-_ _____ ___ 0.62 38.10 0.00 55.64 0.62 --_- ----- ---- ---- --- -- ----- ---- 0.62 38.20 0.00 55.64 0.62 --- __- _____ _-_ _- ___ ____ ___ 0.62 38.30 0.00 55.63 0.61 ----- ----- ---- --- ----- ---- ---- ---- 0.61 38.40 0.00 55.63 0.61 ----- -- - --- ----- --- -- --- 0.61 38.50 0.00 55.63 0.60 ----- ----- ---- ----- ----- ---- ----- ---- 0.60 38.60 0.00 55.63 0.60 -- ----- --- ----- ____ ___ ____ -- O.60 38.70 0.00 55.63 0.60 ---- ----- ----- --- --- ----- --- ----- 0.60 38.80 0.00 55.63 0.59 -- ----- ----- -- -- _-_ -_ ____ 0.59 Continues on next page... Page 6 Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 38.90 0.00 55.63 0.59 ----- --- ---- ----- -- --- - ----- 0.59 39.00 0.00 55.63 0.58 --- ---- ---_ ---- ----- ----- ---- ---- 0.58 39.10 0.00 55.63 0.58 ---- ---- ----- ----- ____ ___ _____ 0.58 39.20 0.00 55.62 0.58 ----- ----- ---- ---- ----- --- ----- -- 0.58 39.30 0.00 55.62 0.57 ----- --- --- ----- ----- ---- ----- ----- 0.57 39.40 0.00 55.62 0.57 ---- ---- --- ---- ____ _____ _____ _� 0.57 39.50 0.00 55.62 0.56 ----- --- ---- -_ ___ ___ ____ ___ 0.56 39.60 0.00 55.62 0.56 0.56 39.70 0.00 55.62 0.56 -- ---- --- __- -__ �__ �__ ___ 0.56 39.80 0.00 55.62 0.55 ----- ----- ----- ----- ----- ----- ----- ---- 0.55 39.90 0.00 55.62 0.55 --- ---- ---- ----- ----- ----- ----- ----' 0.55 40.00 0.00 55.62 0.55 ----- ---- ----- ---- --- -- ---- ----- 0.55 40.10 0.00 55.62 0.54 -- ---- ----- ----- ---- -_- ---- ---- 0.54 40.20 0.00 55.61 0.54 ---- ---- ----- ----- ----- - ----- ---_ 0.54 40.30 0.00 55.61 0.54 ----- ----- ----- ----- --- ----- --- ----' 0.54 40.40 0.00 55.61 0.53 ----- ---- ----- ---- ---- ---- ---- --- 0.53 40.50 0.00 55.61 0.53 ----- --- ----- -- --- ---- ----- ----- 0.53 40.60 0.00 55.61 0.52 -- ----- ---- ---- ----- ---- ---- ----- 0.52 40.70 0.00 55.61 0.52 ---- ----- ----- ---- ----- ---- ----- --- 0.52 40.80 0.00 55.61 0.52 ----- ----- _---- _---_ _____ _____ ____ -_-- 0.52 40.90 0.00 55.61 0.51 --- ----- ---- ---- ---_ ____ _____ _____ 0.51 41.00 0.00 55.61 0.51 ---- ---- --- ---- ----- -- _---- ---- 0.51 41.10 0.00 55.61 0.51 ----- ----- ---- ----- ---- ---- ----- ----- 0.51 41.20 0.00 55.60 0.50 ----- ----- ---- -- -- ----- - ___- 0.50 41.30 0.00 55.60 0.50 ---- --- ---- ----- ----- --- ----- ----- 0.50 41.40 0.00 55.60 0.50 ---- ----- ---- --- ---- ----- ----- ----- 0.50 41.50 0.00 55.60 0.49 --- ---- ----- --_ ----- ____ _____ ___ 0.49 41.60 0.00 55.60 0.49 ----- ----- ---- ----- ----- ---- ---- --- 0.49 41.70 0.00 55.60 0.49 ---- ----- ---- ---- ----- ---- ----- ----- 0.49 41.80 0.00 55.60 0.49 ----- ----- ----- ----- ----- ---- --- --- 0.49 41.90 0.00 55.60 0.48 ----- ----- -- --- --- ----- ---- --- 0.48 42.00 0.00 55.60 0.48 ----- ----- _---- --- -__ _____ __- _____ 0.48 42.10 0.00 55.60 0.48 ----- ----- ---- ---- --- ---_ w_ ___ 0.48 42.20 0.00 55.59 0.48 ---- ---- --- --- ---- ----- ----- --- 0.48 42.30 0.00 55.59 0.47 ----- ----- ----- ---- ----- --_ ----- -_-- 0.47 42.40 0.00 55.59 0.47 ----- _____ -___ _____ ____ _____ _._-_ ____ 0.47 42.50 0.00 55.59 0.47 --- ----- ---- --- ____ �_ ____ ____ 0.47 42.60 0.00 55.59 0.47 ---- ----- ----- ---- ----- ----- ----- 0.47 42.70 0.00 55.59 0.47 -- ----- ---- ---- ----- --_- ----- ---- 0.47 42.80 0.00 55.59 0.46 ----- ----- ----- ----- ---- ---- --- ---- 0.46 42.90 0.00 55.59 0.46 ---- ---- --- ---- ---- ----- ---- ---- 0.46 43.00 0.00 55.59 0.46 ----- ----- ----- ----- ---- ---- --_ ____ 0.46 43.10 0.00 55.59 0.46 -- ----- ---- ----- ----- --- ----- ----- 0.46 43.20 0.00 55.59 0.46 ---- ----- ----- ----- ----- --- ----- ----- 0.46 43.30 0.00 55.58 0.45 ----- - -__ _____ ____. _____ _____ _�_ 0.45 43.40 0.00 55.58 0.45 ---- ---- ---- _w_ ____ ___- ____ ____ 0.45 ...End Reservoir Report Page , Reservoir No. 1 - DETENTION POND Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known contour areas.Average end area method used. Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cult) Total storage(cult) 0.00 55.00 167,250 0 0 1.00 56.00 210,650 188,950 188,950 2.00 57.00 224,500 217,575 406,525 3.00 58.00 238,000 231,250 637,775 Culvert/Orifice Structures Weir Structures [A] [B] [C] [D] [A] [Bl [C] ID] Rise in = 18.0 0.0 0.0 0.0 Crest Len It = 0.00 0.00 0.00 0.00 Span in = 18.0 0.0 0.0 0.0 Crest El.It = 0.00 0.00 0.00 0.00 No.Barrels = 1 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00 Invert El.it = 55.30 0.00 0.00 0.00 Weir Type = - - - - Length It = 75.0 0.0 0.0 0.0 Multistage = No No No No Slope% = 0.50 0.00 0.00 0.00 N Value = .013 .000 .000 .000 Orif.Coeff. = 0.60 0.00 0.00 0.00 Multistage = n/a No No No Extiltration Rate = 0.00 in/hr/sqft Tailwater Elev.= 0.00 ft Note:All outflows have been analyzed under inlet and outlet control. Stage/Storage/Discharge Table Stage Storage Elevation Civ A Civ B Civ C Clv D Wr A Wr B Wr C Wr D Exfit Total It cult It cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 55.00 0.00 - - - - - - - - 0.00 1.00 188,950 56.00 2.39 - - - - - - - - 2.39 2.00 406,525 57.00 6.36 - - - - - - - - 6-36 3.00 637,775 58.00 10.53 - - - - - - - - 10.53 Hydrograph Summary Report Pagel Hyd. Hydrograph Peak Tam Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (rrun) (cult) (ft) (cuft► 1 SCS Runoff 37.77 6 810 487,308 — — DEVELOPED CONDITIONS 2 Reservoir 5.11 6 1110 418,579 1 56.64 329,157 Proj. file: 1567.gpw Return Period: 10 yr Run date: 02-22-2002 Hydraflow Hydrographs by Intelisotve Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 2 Hydrograph type = Reservoir Peak discharge = 5.11 cfs Storm frequency = 10 yrs Time interval = 6 min Inflow hyd. No. = 1 Reservoir name = DETENTION POND Max. Elevation = 56.64 ft Max. Storage = 329,157 cuft Storage Indication method used. Outflow hydrograph volume=418,579 cuff Hydrograph Discharge Table Time Inflow Elevation CIv A CIv B CIv C CIv D Wr A Wr B Wr C Wr D Exfll Outflow (hrs) cfs ft efs cfs cfs cfs cfs cfs ds cfs cfs cfs 13.70 37.21 55.80 1.31 ---_ ___ 1.31 13.80 36.45 55.87 1.62 1.62 13.90 35.52 55.93 1.98 ----- ----- --- __M ____ ____ _____ ----- 1.98 14.00 34.48 56.00 2.38 ---- ---- ----- ---- ---- --- ----_ ___ 2.38 14.10 33.34 56.05 2.63 2.63 14.20 32.11 58.10 2.86 ---- ---- ---- ----- ---- --_ _-_ ___ 2.86 14.30 30.81 56.15 3.14 3.14 14.40 29.45 56.19 3.40 --- ---- ----- ----- ---- ---- ----- ---- 3.40 14.50 28.04 56.23 3.58 ---- ---- ----- ----- ----- ---- ----- ----- 3.58 14.60 26.58 56.27 3.74 3.74 14.70 25.07 56.31 3.89 -- - ----- ---- ----- ----- ----- ----- 3.89 14.80 23.53 56.34 4.06 ---- ----- ---- ----- ----- 4.06 14.90 21.95 56.37 4.20 -_- __-_ -_-- __-- _-- ----- 4.20 15.00 20.34 56.40 4.34 --- _ _-_ _____ --_ _____ -_._- ___-- 4.34 15.10 18.71 56.43 4.43 -- ----- ---- ----- ----- ----- ----- ----- 4.43 15.20 17.11 56.45 4.52 -- ---- ----- ---- ---- --- ----- ----- 4.52 15.30 15.56 56.47 4.60 ---- ----- -- -- ----- --- --- _---_ 4.60 15.40 14.11 56.48 4.66 ---- ----- ----- ----- ---- ----- ----- ---- 4.66 15.50 12.96 56.50 4.72 _--- _- ----- ---- --- ___ w_ ___ 4.72 15.60 12.15 56.51 4.76 ---- --- -- ---- ----- ----- ----- --- 4.76 15.70 11.51 56.52 4.79 ---- ---- --- ----- ----- ---- -- ----- 4.79 15.80 11.01 56.53 4.82 --- ----- ----- ----- --- ----- ----- ---- 4.82 15.90 10.61 56.54 4.85 ---- -- --- ----- ---- ----- ---- ----- 4.85 16.00 10.25 56.55 4.87 --_ ---- -- ----- ____ _____ _w ___ 4.87 16.10 9.92 56.56 4.90 ---- ---- ---- ----- ---- ---- ---- ---_ 4.90 16.20 9.62 56.57 4.92 ----- ----- --- --- ----- ---- ---- ---- 4.92 16.30 9.32 56.58 4.94 ----- --- ----- ----- ---- -- --- ---- 4.94 16.40 9.05 56.58 4.96 ----- ----- ----- --- ---- ---- ---- ----- 4.96 16.50 8.78 56.59 4.98 ----- ----- ----- ----- --- ---- -- --- 4.98 16.60 8.52 56.60 5.00 ---- ----- ----- ----_ _____ ____ ____ ___ 5.00 16.70 8.27 56.60 5.01 ---- -- ---- ----- ----- ---- ----- ----- 5.01 16.80 8.03 66.61 5.02 ----- ----- ----- --- ----- ---- ----- ---- 5.02 16.90 7.80 56.61 5.03 -- ----- ---- ---- ----- ---- --- --- 5.03 17.00 7.57 56.62 5.04 5.04 17.10 7.35 56.62 5.05 ----- ----- ----- ----- ---- _-_ _.__ ____ 5.05 17.20 7.14 56.62 5.06 5.06 17.30 6.94 56.63 5.07 ---- ---- ---- -- -_-- ----- --- ---- 5.07 17.40 6.75 56.63 5.08 --- ---- ----- ---- ----- ----_ -- ---- 5.08 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAU Outflow (hrs) cfs ft cfs cfs efs cfs cfs cfs cfs cfs Cfs cfs 17.50 6.57 56.63 5.08 ---- -- ---- --- _� ____ �__ __-- 5.08 17.60 6.39 56.64 5.09 ---- ---- -__ __� _� ___ ____ _____ 5.09 17.70 6.22 56.64 5.09 -_-- ____ ____ ___ �_ __� _____ __- 5.09 17.80 6.05 56.64 5.10 --- ----- ---- ---- ----- -_-- _--- ----- 5.10 17.90 5.89 56.64 5.10 ---- ----- --- --- ----- --- ----- ---- 5.10 18.00 5.74 56.64 5.10 --- ---- --- ----- ----- ----- ----- ----- 5.10 18.10 5.59 56.64 5.10 ----- ---_ _-- -- _-- ---- ----- ---- 5.1 18.20 5.45 56.64 5.10 ----- 5.10 18.30 5.31 56.64 5.11 ---- ----- --- ---- --- ---- ---- ----- 5.11 18.40 5.18 56.64 5.11 --- ----- ---- 5.11 18.50 5.05 56.64<< 5.11 --- ----- ---_ -- ----- ----- ----- _--- 5.11 << 18.60 4.93 56.64 5.11 5.11 18.70 4.81 56.64 5.10 -- ----- ---- --_ --- ----- ----- ---- 5.10 18.80 4.70 56.64 5.10 ----- ---- ---- ---- ---- ----- ----- ---- 5.10 18.90 4.60 56.64 5.10 --- --- ----- ----- --- ---- 5.10 19.00 4.50 56.64 5.10 ---- ----- ----- ---_ ____ ___ ___ ___ 5.10 19.10 4.40 56.64 5.10 --- ---- --- --- ----- ----- --- 5.10 19.20 4.31 56.64 5.09 -- ----- ----- ----- _---- _ __ __� ____- 5.09 19.30 4.22 56.64 5.09 ---- -- ----- ---- ----- --- ----- ----- 5.09 19.40 4.14 56.64 5.09 ----- ----- ----- ----- ---_ ___ __- _____ 5.09 19.50 4.07 56.63 5.08 --- ---- --- ---- --__ ___ ____ __-- 5.08 19.60 3.99 56.63 5.08 ---- --- ----- ___ _� _� ____ 5.08 19.70 3.93 56.63 5.08 ----_ _� ___ __� �_ ____ __-_ -_-- 5.08 19.80 3.86 56.63 5.07 ---- __-- ---- ---- ---- ---- ----- ----- 5.07 19.90 3.80 56.63 5.07 --. ----- ----- -- -- ---- ----- ---- 5.07 20.00 3.74 56.63 5.06 ---- ----- ----- ----- ----- ---- ----- ---- 5.06 20.10 3.69 56.62 5.06 ---- ----- ----- ----- ---- --- ---- ----- 5.06 20.20 3.64 56.62 5.05 ---- ----- 5.05 20.30 3.59 56.62 5.05 5.05 20.40 3.54 56.62 5.04 5.04 20.50 3.50 56.61 5.04 5.04 20.60 3.45 56.61 5.03 ---- --- ----- ----- _--- 5.03 20.70 3.41 56.61 5.02 ----- ----- -- ---- --- ----- ---- ----- 5.02 20.80 3.38 56.61 5.02 ----- --_ ---- ----- --- _____ w__ ___ 5.02 20.90 3.34 56.60 5.01 ---- ---- ----- ----- --- ----- --- 5.01 21.00 3.30 56.60 5.01 ---- ----- --__ ____ _____ _____ ___ �_- 5.01 21.10 3.27 56.60 5.00 -- ----_ _____ 5.00 21.20 3.23 56.59 4.99 ----- ---- ---- ----- ---- ---- --- --- 4.99 21.30 3.20 56.59 4.98 -- -- ---- ----- ----- ___ _w_ _____ 4.98 21.40 3.16 56.59 4.97 ----- ---- ----- ---- ----- ____ _M _M 4.97 21.50 3.13 56.59 4.96 --- ---- --- ---- --- ---- ----- -- 4.96 21.60 3.10 56.58 4.96 ----- _____ _-_ _____ ___ _ _ -____ _--- 4.96 21.70 3.06 56.58 4.95 ----- ----- ----- ----- ----- ---- ---- --- 4.95 21.80 3.03 56.58 4.94 4.94 21.90 2.99 56.57 4.93 -- -- -- 4.93 22.00 2.96 56.57 4.92 --- ---- ----- --- ----_ ----- ---- ___. 4.92 22.10 2.93 56.57 4.91 -- ----_ _____ _____ _____ ___ _____ ____ 4.91 22.20 2.91 56.56 4.90 --- ----- _-__ _____ _____ -- ----- 4.90 22.30 2.88 56.56 4.89 --- ---- - --- ---- ---- ---- ---- 4.89 22.40 2.86 56.56 4.88 _w _____ ____- __-- _--- ----- - 4.88 22.50 2.84 56.55 4.87 ---- ---- ----- --- ----- ---- ---__ ---- 4.87 Continues on next page... Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D Exfll Outflow (hrs) efs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 22.60 2.81 56.55 4.86 -- ---- �__ ____ ___ -- -._ -_-- 4.86 22.70 2.79 56.55 4.85 ----- ---- ___ __ _� -____ _� ____ 4.85 22.80 2.77 56.54 4.84 _- --- ---- _.__ _w _____ _W_ �_ 4.84 22.90 2.75 56.54 4.83 -- ---- --- ----- ----- ---- ----- -- 4.83 23.00 2.73 56.54 4.82 ---- _-_ �_ ___ _� _____ ___ �__ 4.82 23.10 2.72 56.53 4.81 ---- ---- --_ ____ ____ -__ -_-.- ----- 4.81 23.20 2.70 56.53 4.80 -- --- -_- _____ __- _____ �_ 4.80 23.30 2.69 56.53 4.79 ----- --- ---- ----- -__ _____ -_-_- 4.79 23.40 2.67 56.52 4.78 ---- -- ___ _____ ___ __-_ _� M-- 4.78 23.50 2.65 56.52 4.77 --_- ---_ ---- ---_ _--_ �w ___ ---- 4.77 23.60 2.62 56.51 4.76 ---- --- --- ---- --- ----- --- 4.76 23.70 2.60 56.51 4.75 ---- --- ----- ----- ----- ----- ----- ----- 4.75 23.80 2.57 56.51 4.74 ----- ----- ---- ----- ----- ----- --- ---- 4.74 23.90 2.54 56.50 4.73 --- --- ----- ----- ---- ----_ ___ _-__ 4.73 24.00 2.52 56.50 4.72 -- -- -- ----_ _____ _____ ___ �__ 4.72 24.10 2.48 56.50 4.71 -- ----- ---- ---- ---- ----- ----- ----- 4.71 24.20 2.44 56.49 4.70 ----- ---- --- -- ----- ---- ----- 4.70 24.30 2.39 56.49 4.68 ---- ----- --- _____ ____ ___ _____ ___- 4.68 24.40 2.33 56.49 4.67 ----- ----- --- ----- --- ----- ---- ----- 4.67 24.50 2.26 56.48 4.65 --- ----- ---- _--- ____- -_-- --_-- ---- 4.65 24.60 2.18 56.48 4.64 -- ---- ----- ____ _____ -___ __-- -_- 4.64 24.70 2.10 56.47 4.62 ----- ---- ----- -- __� __� ____ --_ 4.62 24.80 2.00 56.47 4.60 ----- ----- ----- ----- ---- ----- ----- --• 4.60 24.90 1.90 56.46 4.59 --- ----- ----- ---- ---- ---- ---- ---_ 4.59 25.00 1.80 56.46 4.57 -----_ -- ----- ---- ----- ----- ---- 4.57 25.10 1.68 56.46 4.55 --- ---- ---- ---- --- ---- _____ ___ 4.55 25.20 1.56 56.45 4.53 -- ---- ---- ---- ----- ----- ---- ----- 4.53 25.30 1.43 56.45 4.51 ----- ---- ----- ----- ----- ----- --_ ---- 4.51 25.40 1.29 56.44 4.49 ---- ---- ----- ----- ----- ----- ____ _� 4.49 25.50 1.16 56.44 4.47 --- ---- ----- ----_ ----- ___. ___ _._ 4.47 25.60 1.04 56.43 4.45 ---- --- ---- --- --- __� ._� _____ 4.45 25.70 0.92 56.42 4.43 ----- --- ---_ _w ____ �� _____ _-_ 4.43 25.80 0.82 56.42 4.40 --- ----- - ---_ ____ _w ---- ---- 4.40 25.90 0.72 56.41 4.38 ---- --- _-- _--- _____ ___ �- -___- 4.38 26.00 0.63 56.41 4.36 ----- --- --- -- ---- -_-- ----- ----- 4.36 26.10 0.54 56.40 4.33 ----- ----- ----- ----- --- ---_ ---- 4.33 26.20 0.46 56.39 4.30 ---- ----_ ----- --- --- �__ _-_ ___ 4.30 26.30 0.39 56.39 4.27 ----- ---_- ----- ---- ---- ---- ----- ----- 4.27 26.40 0.32 56.38 4.24 ---- ----- ----- ---_ ----- ----- _-_ -__ 4.24 26.50 0.26 56.37 4.21 ---- ----- ___ _-__ -_-.- ---- ----- 4.21 26.60 0.21 56.37 4.18 ----- ---- ____ ____ _____ �_ _� -_-- 4.18 26.70 0.16 56.36 4.15 _--- ----- ----- ----- ----- ----- 4.15 26.80 0.12 56.35 4.12 ----- ----- __ _____ ___ _____ -_ 4.12 26.90 0.09 56.35 4.08 -- -__ ___ ____ _____ _____ _____ --- 4.08 27.00 0.06 56.34 4.05 ----- - ----- ___ _____ _�_ _____ -_-_ 4.05 27.10 0.03 56.33 4.02 _--- _____ ___ _____ _-_ _____ _ - 4.02 27.20 0.02 56.33 3.99 ----- -- ---- ----- --- ---- ---- ----- 3.99 27.30 0.01 56.32 3.96 ----- ----- ----- ---- ----- ----- ---- 3.96 27.40 0.00 56.31 3.93 ---- ---- ----- ---- --- --- --- ----- 3.93 27.50 0.00 56.31 3.89 --- ----- ----- --- ----- ----- ----- ----- 3.89 27.60 0.00 56.30 3.86 ---- ----- __- ----- _--- __-- ----- 3.86 Continues on next page... Page 4 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B CIv C Clv D Wr A Wr B Wr C Wr D Exf l Outflow lhrsj cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 27.70 0.00 56.30 3.84 -- ----- ---- ---" -- -- --' '-- 3.84 27.80 0.00 56.29 3.81 ---- ---- ----- ----- ----- --- ---- ---- 3.81 27.90 0.00 56.28 3.79 --- ----- ----- ---- ----- ----- ----- --- 3.79 28.00 0.00 58.28 3.76 ----- ----- ---- ----- ---_ ---_- ----- 3.76 28.10 0.00 56.27 3.73 ---- ___ ____ __ _ _____ __w _�_ -____ 3.73 28.20 0.00 56.26 3.71 ---- ----- ----- --- ---- ----- -- 3.71 28.30 0.00 56.26 3.68 ---- ----- ----- ----- ----- --- ---- ---- 3.68 28.40 0.00 56.25 3.66 ---- -_-- ----- _---_ �._ _� �_ --__ 3.66 28.50 0.00 56.25 3.64 ----- ----- ---- ---- ---- _--- '--- ----- 3.64 28.60 0.00 56.24 3.61 ----- --- ----- ---- --- --- ----- ----- 3.61 28.70 0.00 56.23 3.59 --- ----- -_-- -- ___ �__ �_ -- 3.59 28.80 0.00 56.23 3.56 -- ----- ----- ----- --_-- --- --- --- 3.56 28.90 0.00 56.22 3.54 --- ----- ----- ---- --- ___ ____ ___ 3.54 29.00 0.00 56.22 3.52 -- ----- --- ---- _�_ ___ �_ _-__ 3.52 29.10 0.00 56.21 3.49 ---- ----- ----- ----- ---- ---- -- ----- 3.49 29.20 0.00 56.20 3.47 ---- ----- ----- ----- ----_ M__ ____ --- 3.47 29.30 0.00 56.20 3.44 - _- ----- ----- ----- ----- ----- --- 3.44 29.40 0.00 56.19 3.41 ---- ---- --- ---- __._ �__ ___ -__ 3.41 29.50 0.00 56.19 3.38 ----- --- ---_ _---- --- --_ ----- ___ 3.38 29.60 0.00 56.18 3.35 --- ----- ----- ----- ----- ----- ----- ---- 3.35 29.70 0.00 56.18 3.31 --- -- ---- ---- ---- --- ----_ ----- 3.31 29.80 0.00 56.17 3.28 ---- - ---- ---- ----- ----- ---- ---- 3.28 29.90 0.00 56.17 3.25 ----- --- ----- ---- ---- -- --- 3.25 30.00 0.00 56.18 3.22 ----- ----- ----- ---- ----- ---_ ----- ----- 3.22 30.10 0.00 56.16 3.19 ---- ---- ---- ---- ---- ---- ----- ---- 3.19 30.20 0.00 56.15 3.16 ---- ----- ---- --- ---_ _ r _____ __-- 3.18 30.30 0.00 56.14 3.13 ----- -- ---_ _____ ____ _- -- ----- 3.13 30.40 0.00 56.14 3.10 ---- -- ----- ____ ___ ____ ____ ___ 3.10 30.50 0.00 56.13 3.07 ---- ----- ---_ _____ __-- -- ----- 3.07 30.60 0.00 56.13 3.04 -- ---- ---- ----- ----- ----- -- ----- 3.04 30.70 0.00 56.12 3.01 ---- ----- ----- ---- ---- ---- ---- 3.01 30.80 0.00 56.12 2.98 ----- ---- _�_ _� __� �_ _____ __-- 2.98 30.90 0.00 56.11 2.95 ----- ----- ---- ---- ----- -- ---- ----- 2.95 31.00 0.00 56.11 2.92 ___ �_ ___ ___ ____. __- __-- 2.92 31.10 0.00 56.11 2.90 ---- -- -- ____ _____ ___ ___ �_ 2.90 31.20 0.00 56.10 2.87 --- ----- -- ----- ----- ----- ---- ---- 2.87 31.30 0.00 56.10 2.85 -- -__ _____ ____- -- _--- --- 2.85 31.40 0.00 56.09 2.82 ---- ---- ----- ----- --_ ---- --__ 2.82 31.50 0.00 56.09 2.80 ----- -__ ___ ____. _____ ___ _____ 2.80 31.60 0.00 56.08 2.78 ----- ----- ___ _� ___ _____ _� _____ 2.78 31.70 0.00 56.08 2.76 ----- --- ---- ____ _� -� _�_ �_ 2.76 31.80 0. 00 56.07 2. 74 2.74 31.90 0.00 56.07 2.71 ---- ---- -- --- _-__ _w _____ _-__ 2.71 32.00 0.00 56.06 2.69 --- ----- ----- --- ----- ----- ---_- ---- 2.69 32.10 0.00 56.06 2.67 2.67 32.20 0.00 56.05 2.65 ---- ----- -- ---- ---- ---- ---- 2.65 32.30 0.00 56.05 2.63 --- --- -- __w ___ �_ _r ---- 2.63 32.40 0.00 56.05 2.61 ----- ----- -- ---- ---- ---- ----- ----- 2.61 32.50 0.00 56.04 2.59 ----- ----- ---- ----- -- -__ __� ___ 2.59 32.60 0.00 56.04 2.57 ----- ---- ----- ----- ----- ----- ----- ---- 2.57 32.70 0.00 56.03 2.55 2.55 Continues on next page... Page 5 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exf l Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 32.80 0.00 56.03 2.53 ---- ----- ---- ---- -_- --- -- ----- 2.53 32.90 0.00 56.02 2.51 --- ---- ----_ _-. �- ___ ____ ____ 2.51 33.00 0.00 56.02 2.49 ----- --- ---- ----- -- --- ----- ----_ 2.49 33.10 0.00 56.02 2.47 2.47 33.20 0.00 56.01 2.45 ----- --- ----- --- ---- ----- ----- ----- 2.45 33.30 0.00 56.01 2.43 --- ----_ ----- _____ _� _____ ___ ____ 2.43 33.40 0.00 56.00 2.41 ----- ---- ____ ---- __- ___ ____ ____ 2.41 33.50 0.00 56.00 2.39 -- --- ---- ----- ---- ----- ---- ---- 2.39 33.60 0.00 56.00 2.37 ---- ----- ----- ---- -- ----- ---- ---- 2.37 33.70 0.00 55.99 2.34 ---- ----- --- ----- -- ---- ----- ---- 2.34 33.80 0.00 55.99 2.31 --__ ____ .___ ___ ___ _____ _____ _____ 2.31 33.90 0.00 55.98 2.28 ----- ---- ----- ----- ----- ---- ----- ----- 2.28 34.00 0.00 55.98 2.25 ----- ----- ---- ----- ----- --- ----- ----- 2.25 34.10 0.00 55.97 2.23 ----- --- ----- __- ___ _____ ___ ___ 2.23 34.20 0.00 55.97 2.20 ----- -_- --- --- ----- ----- ---- ----' 2.20 34.30 0.00 55.97 2.17 ---- -- ---- ----- __� ___ -_� ____ 2.17 34.40 0.00 55.96 2.15 - ---- ---- -_-- --- ---- ---- --- 2.15 34.50 0.00 55.96 2.12 ----- --- ----- ----- ---- ---- ----- -- 2.12 34.60 0.00 55.95 2.10 -- ---- ---- ---- ----- -_-- ---- -_-- 2.10 34.70 0.00 55.95 2.07 ---- ---- --- ---- ---_ ----- ---- ----- 2.07 34.80 0.00 55.95 2.05 ----- ----- ---- - --_ ----- -_-- ---- 2.05 34.90 0.00 55.94 2.02 ----- ----- --_- ----- _____ _-- ___-- --_ 2.02 35.00 0.00 55.94 2.00 ---- ----- ---- ---- ----- ---- ----- ---- 2.00 35.10 0.00 55.93 1.97 ---- ----- --_ _--- - ----- ----- ---- 1.97 35.20 0.00 55.93 1.95 ---- ----- ----- ----- --- ----- ----- ----- 1.95 35.30 0.00 55.93 1.93 ---- -- ----- --- ---- ----- -__ -__ 1.93 35.40 0.00 55.92 1.90 --__ _____ 1.90 35.50 0.00 55.92 1.88 ----- ----- ---- ---- ---- --_- ----- --- 1.88 35.60 0.00 55.92 1.86 ----- ----- ----- ---- -_-- --- ---- ----- 1.86 35.70 0.00 55.91 1.83 1.83 35.80 0.00 55.91 1.81 ---- ----- ---- ---- ---_ ---- ---_ --- 1.81 35.90 0.00 55.91 1.79 ---- ----- ----- ---- ----- ---- _---- ----- 1.79 36.00 0.00 55.90 1.77 ---- ----- --- ---_ ---_ _--- --- ----- 1.77 36.10 0.00 55.90 1.75 -- ---- ---- ----- ----- ----- ----- ---- 1.75 36.20 0.00 55.90 1.73 ----- --- ----- ---- --- ----- ---- --- 1.73 36.30 0.00 55.89 1.72 ----- ---- ---- -_--- ----- ----- ----- ----- 1.72 36.40 0.00 55.89 1.71 --_ --- ---- ----- ---- ----- ----- --- 1.71 36.50 0.00 55.89 1.69 ---- ----- ----- ----- --_- ---- ----- --- 1.69 36.60 0.00 55.88 1.68 --- -- -- ----- ----- ----- ---- ----- 1.68 36.70 0.00 55.88 1.66 ----- --- ---- _---- ----- ----- ---_ ---- 1.66 36.80 0.00 55.88 1.65 ----- ----- ---- ----- ----- ---- _____ w__ 1.65 36.90 0.00 55.87 1.63 --_ ---- ----- ---- _�_ -� ____ __� 1.63 37.00 0.00 55.87 1.62 -- ----- ---- --- ----- ---- ----- ----- 1.62 37.10 0.00 55.87 1.61 ---- ----- --- --- ---- ----- ----- ---- 1.61 37.20 0.00 55.86 1.59 ----- _____ �__ ^-- -__ __-- _--- ----- 1.59 37.30 0.00 55.86 1.58 ---- ----- ---- ---__ _-- ---- ----- ----- 1.58 37.40 0.00 55.86 1.56 1.56 37.50 0.00 55.85 1.55 1.55 37.60 0.00 55.85 1.54 ----- ---- ----- --- ----- ----- ----- ---- 1.54 37.70 0.00 55.85 1.52 --- ----- --- ----- ----- --_-- ---_ ----- 1.52 37.80 0.00 55.85 1.51 ----- ---- ---- _____ ___ __� ____ ----- 1.51 Continues on next page... Page 6 Hydrograph Discharge Table Time Inflow Elevation CIv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EMI Outflow (hrs) cfs ft Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs 37.90 0.00 55.84 1.50 ---- ---_ ___ . _____ _-_ _____ ____ 1.50 38.00 0.00 55.84 1.49 --- ----- ---- --- ---- --- ---- ---- 1.49 38.10 0.00 55.84 1.47 --- ---- ----- ----- ----- --_ -___ _-_ 1.47 38.20 0.00 55.83 1.46 ----- ----- ---- --- ---- -- ----- ---- 1.46 38.30 0.00 55.83 1.45 --- ---- ----- ----- -- ----- ----- ---- 1.45 38.40 0.00 55.83 1.44 ---- ----- ---- ----- ----- ---- ---- --- 1.44 38.50 0.00 55.83 1.42 --- ----- ---- --__ ___ _____ ____ ___-_ 1.42 38.60 0.00 55.82 1.41 ----- ----- ---- ----- ----- ----- -__ __- 1.41 38.70 0.00 55.82 1.40 ----- ---- ----- ---- --- ---- ---- ----- 1.40 38.80 0.00 55.82 1.39 ----- --- ----- ----- ---- ---- ----- ---- 1.39 38.90 0.00 55.82 1.38 -- ----- ----- ----- ----- ----- ----- ----- 1.38 39.00 0.00 55.81 1.36 ---- --- ----- ---- ----- ----- ---- ----- 1.36 39.10 0.00 55.81 1.35 ----- ---- - ---- ---- ----- ---- ---- 1.35 39.20 0.00 55.81 1.34 ---- ---- ----- ---- ----- -- --- ---- 1.34 39.30 0.00 55.81 1.33 ---- ----- ----- --_ ___ _____ -- __- 1.33 39.40 0.00 55.80 1.32 ---- ----- ---- -_--- ----- ---- ___ -_- 1.32 39.50 0.00 55.80 1.31 -- ----- ----- -- -- ----- ---- 1.31 39.60 0.00 55.80 1.29 ---- --- ---- -__ ___ _____ -___ _- 1.29 39.70 0.00 55.80 1.28 ----- ----- ----- ----- ----- ---- - ---- 1.28 ...End Reservoir Report Page 1 Reservoir No. 1 - DETENTION POND Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known contour areas. Average end area method used. Stage/Storage Table Stage(ft) Elevation(1t) Contour area(sgft) Incr.Storage(cult) Total storage(cult) 0.00 55.00 167,250 0 0 1.00 56.00 210,650 188,950 188,950 2.00 57.00 224,500 217,575 406,525 3.00 58.00 238,000 231,250 637,775 Culvert/Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 18.0 0.0 0.0 0.0 Crest Len It = 0.00 0.00 0.00 0.00 Span in = 18.0 0.0 0.0 0.0 Crest El.It = 0.00 0.00 0.00 0.00 No.Barrels = 1 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00 Invert El.It = 55.30 0.00 0.00 0.00 Weir Type = - - - - Length It = 75.0 0.0 0.0 0.0 Mufti-Stage = No No No No , Slope% = 0.50 0.00 0.00 0.00 N Value = .013 .000 .000 .000 Orif.Coeff. = 0.60 0.00 0.00 0.00 Mufti-Stage = n/a No No No Exfiltration Rate = 0.00 inthrlsgft Tailwater Elev.= 0.00 ft Note:All outflows have been analyzed under inlet and outlet control. Stage/Storage/Discharge Table Stage Storage Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total It cuft It cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 55.00 0.00 - - - - - - - - 0.00 1.00 188,950 56.00 2.39 - - - - - - - - 2.39 2.00 406,525 57.00 6.36 - - - - - - - - 6-36 3.00 637,775 58.00 10.53 - - - - - - - - 10.53 Hydrograph Summary Report Pagel Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (rnin) (cuft) (ft) (cult) 1 SCS Runoff 50.39 6 810 640,746 — — DEVELOPED CONDITIONS 2 Reservoir 6.97 6 1086 571,297 1 57.11 433,095 Proj. file: 1567.gpw Return Period: 25 yr Run date: 02-22-2002 Hydraflow Hydrographs by Intelisotve Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 2 Hydrograph type = Reservoir Peak discharge = 6.97 cfs Storm frequency = 25 yrs Time interval = 6 min Inflow hyd. No. = 1 Reservoir name = DETENTION POND Max. Elevation = 57.11 ft Max. Storage = 433,095 cult Storage Indication method used. Outflow hydrograph volume=571,297 cult Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exf l Outflow (hrs) cfs ft cfs efs cfs efs cfs cfs cfs cfs cfs cfs 13.50 50.39 << 55.93 1.96 ----- ---_ -- -- _ _____ __--- .--- 1.96 13.60 50.13 56.02 2.49 ---- ----- ---- -_-- ---- __ _ 2.49 13.70 49.37 56.10 2.86 ----- --- ---- ---- --- _--- ---- ----- 2.86 13.80 48.25 56.17 3.30 ---- ----- ----- ---__ w- _-- ___-- ----- 3.30 13.90 46.90 56.25 3.64 --- ---- ----- ----- ---- ----- ---- ----- 3.84 14.00 45.42 56.32 3.94 ---- ----- ---- ---- ----- ---- ---- 3.94 14.10 43.82 56.38 4.26 -- --- ----- ----- ___ _w _-_- ---- 4.26 14.20 42.12 56.45 4.52 ---- ----- ---- ---- ----- ----- -___ ___ 4.52 14.30 40.32 56.51 4.75 --- --- _-- ----- ----- --- ---- ---- 4.75 14.40 38.45 56.57 4.91 ----_ ---- __� __- __� w__ ____ ____- 4.91 14.50 36.52 56.62 5.05 --- ----- ----- ---- ----- ----- ---- ----- 5.05 14.60 34.52 56.67 5.16 ----- ---- ----- ---- -- _-- ----- ----- 5.16 14.70 32.48 56.69 5.22 ---- --_ ----- ----- ----- --_ _--- ---- 5.22 14.80 30.39 56.68 5.18 ----- --- --- ---- ---- ----- ---_ ----- 5.18 14.90 28.27 56.66 5.14 ----- ----- ----- ---- ----- ----- -_- ---- 5.14 15.00 26.11 56.84 5.38 --- ----- --- ----- ----- ---- ----- -_-- 5.38 15.10 23.95 56.87 5.58 -- -- --_ -_- ----- __-- -_-- - --- 5.58 15.20 21.82 56.90 5.77 ----- --- ----- -- ---- ----- --_-- _--- 5.77 15.30 19.77 56.92 5.91 ---- ----_ -- ---- ----- --_ ___ M_ 5.91 15.40 17.87 56.94 6.04 ---- ---- ---- ----- ---- ---- --- _--" 6.04 15.50 16.37 56.96 6.14 ----- ----- ---- ----- ---- ----- ---- 6.14 15.60 15.33 56.98 6.23 ----- -- ----- ---- ----- ----_ -- 6.23 15.70 14.51 56.99 6.32 ----- ----- ----- ----- ----- -- ----- 6.32 15.80 13.87 57.00 6.39 ---- ---- __� �__ .�_ -� _____ -� 6.39 15.90 13.35 57.02 6.45 ----- ----- - ---- --- --- •--- ----- 6.45 16.00 12.90 57.03 6.50 --- ----- ----- ---- ---- ----- ---_ ____ 6.50 16.10 12.48 57.04 6.55 ---- ----- -- ----- -_-- ----- -- --- 6.55 16.20 12.08 57.04 6.60 ---- --- ---- ---_ ---- ----- ___ �_ 6.60 16.30 11.71 57.05 6.64 ---- ----- ----- ----- ---- ----_ ___ �_ 6.64 16.40 11.36 57.06 6.68 ---- ---- ---- ----- ---- --- ____ -__ 6.68 16.50 11.02 57.07 6.72 ---- --- ---- ----- ---- -- ----- --- 6.72 16.60 10.69 57.07 6.76 ----- ----- ---- ----- ----- ----- ---- --- 6.76 16.70 10.37 57.08 6.79 --_-- ----- -_- ---- ___- _--- ----- _---- 6.79 16.80 10.06 57.09 6.82 ---- ---- ----- ----- ----- ----_ _____ �_ 6.82 16.90 9.77 57.09 6.84 ----- ----- ---- ---- ----- --- ----_ 6.84 17.00 9.48 57.09 6.86 -- -- ----- _____ _____ -__ _-_-- ---- 6.86 17.10 9.21 57.10 6.88 ----- ---- ----- ----- ---- ---- --- ---- 6.88 17.20 8.94 57.10 6.90 ---- ----- ----- ---- ----- ----- ---- _-_ 6.90 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfi1 Outflow (hrs) ds ft cfs cfs cfs ds ds cfs cfs efs ds ds 17.30 8.69 57.10 6.92 ----- ----- --- ----- --- --- ---- ---- 6.92 17.40 8.45 57.11 6.93 ----- ----- ---- -_- ----- - ---- ---_- 6.93 17.50 8.21 57.11 6.94 ----- ---- �__ ___ _____ �__ _____ _____ 6.94 17.60 7.99 57.11 6.95 ---- --- -- ----_ ___ __� _____ _�_ 6.95 17.70 7.77 57.11 6.96 ---- ---- ---- -- ---- --- ----- ---_ 6.96 17.80 7.56 57.11 6.96 ----- ----- ----- ---- ---- ---- ----- -_-- 6.96 17.90 7.36 57.11 6.96 -_ _� _____ _____ _____ ___ _� ___ 6.96 18.00 7.17 57.11 6.97 --- ----- ---- ---- ----- ----- ---- ---- 6.97 18.10 6.98 57.11 << 6.97 ---- ---- ---- ----- --- ----- ---- ---- 6.97<< 18.20 6.80 57.11 6.97 - -_ _____ ___ ____ _____ __� ___ 6.97 18.30 6.63 57.11 6.97 -_- ---- ----- ___ _____ _._ ___ ____ 6.97 18.40 6.46 57.11 6.96 ---_ _� _____ _____ �_ ___ ___ ___ 6.96 18.50 6.30 57.11 6.96 --- ----- __w - _- __-_ __-- _-- -_--- 6.96 18.60 6.15 57.11 6.95 --- ----- ----- ----- --- ---- --- 6.95 18.70 6.01 57.11 6.95 ---- ----- --- _M_ _M __� ___ W__ ' 6.95 18.80 5.87 57.11 6.94 -- ---- ---- ---- ---- --- ----- ----- 6.94 18.90 5.73 57.11 6.93 ---- ----- --- --- --- ----- ---- ---- 6.93 19.00 5.61 57.11 6.92 ---- ---- --- ----- ---- --- ---- ---- 6.92 19.10 5.49 57.10 6.91 ----- _w_ _____ ___ _____ _____ ___ ___ 6.91 19.20 5.37 57.10 6.90 ----- ----- ----- ----_ ___ ___ ___ _____ 6.90 19.30 5.26 57.10 6.88 ---- --- ---- ----- --- ---- ----- --- 6.88 19.40 5.16 57.10 6.87 ----- ----- --- ----- ---- ---- ----- ----- 6.87 19.50 5.07 57.09 6.86 -- ---- ---- ---- ---- ---- --- ---- 6.86 19.60 4.98 57.09 6.84 ---- ---- ----- ----- ----- ----- ---- - 6.84 19.70 4.89 57.09 6.83 ---- --- _-- ----- -__ __w ___ ____ 6.83 19.80 4.81 57.08 6.81 --- ----- ---- _---- ----- ---- ----- ----- 6.81 19.90 4.73 57.08 6.79 ---- ----- ----- ----- ---- ----- ---- -- 6.79 20.00 4.66 57.08 6.78 --_ --- ----_ ---- ----- --- --- ----- 6.78 20.10 4.59 57.07 6.76 ---- ---- __ _ �__ _____ ___ w__ �_ 6.76 20.20 4.53 57.07 6.74 ----- ---- _� ___ _�_ _____ �_ �_ 6.74 20.30 4.46 57.07 6.72 ---- ----- ----- -- ----- ----- ---- ----- 6.72 20.40 4.41 57.06 6.70 ---- ---- _---- ----- ----- ---- ----- ----_ 6.70 20.50 4.35 57.06 6.68 ---- ----- ----- ----- -- ----- ----- -- 6.68 20.60 4.30 57.06 6.66 ----- --- ----- ----_ ---- ---- ---- ---- 6.66 20.70 4.25 57.05 6.64 ---- ---- ----_ --- ----- -- --- ----- 6.64 20.80 4.20 57.05 6.62 ----- ----- --- --- ----- ---- ----- ----- 6.62 20.90 4.15 57.05 6.60 ----- --- ---- ----- -- ----- ----- 6.60 21.00 4.10 57.04 6.58 -__ M_ ___ ___ w_ _____ _� -_ - 6.58 21.10 4.06 57.04 6.56 ---- ---- --- ----- ---- ----- ---- ---- 6.56 21.20 4.02 57.03 6.54 _-- ----_ _-_ _.._ _____ -_-- _____ ___-- 6.54 21.30 3.97 57.03 6.52 -- ---- -_- _____ ___ _____ _____ ____ 6.52 21.40 3.93 57.03 6.50 ----- ---- --- ---- ----- ----- -__ �__ 6.50 21.50 3.89 57.02 6.48 ----- ---- ---- -- ---- ---- ----- ----- 6.48 21.60 3.85 57.02 6.46 ----- _� _____ _____ _-_ _____ �_ _____ 6.4$ 21.70 3.80 57.01 6.44 ---- --- ----- -- ----_ ---- --_-- 6.44 21.80 3.76 57.01 6.41 -- ----- ----_ ____ ____ ___ _� ___ 6.41 21.90 3.72 57.01 6.39 ---- -- ---- ___ ___ _____ _____ _.__ 6.39 22.00 3.67 57.00 6.37 -_- ---- ----- ----- ----- ---- ----- ----- 6.37 22.10 3.64 57.00 6.34 ----- ----- ----- ---- ---- --- ---- ----- 6.34 22.20 3.61 56.99 6.32 ----- ----- ---- ----- ----- ---- ----- -_ 6.32 22.30 3.58 56.99 6.29 --_ --- --- ----- ---- ---- ----- ----- 6.29 Continues on next page... Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfll Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 22.40 3.55 56.98 6.27 ----- --_-- ---- --- --- --- --- --- 6.27 22.50 3.52 56.98 6.24 --- ----- ----- ---- ----- ----- ----- ----- 6.24 22.60 3.49 56.97 6.21 ---- ----- ----- -- ---- ----- ---- ----- 6.21 22.70 3.47 56.97 6.19 --- --- ----- ----- ---- ---- ----- ---- 6.19 22.80 3.44 56.97 6.16 ---- ----- ----- ----- --- ----- ----- ----- 6.16 22.90 3.42 56.96 6.14 ----- ---- --- ---- ---- ----- ----- ----- 6.14 23.00 3.39 56.96 6.11 ----- ---- ---- ---- ----- ---- -- ----- 6.11 23.10 3.37 58.95 6.08 ----- ----- --- -- ---- ____ _____ -- 6.08 23.20 3.35 56.95 6.06 ---- ----- --- ----- ---- ---- ---_ ---- 6.06 23.30 3.33 56.94 6.03 ---_ ----- --- ----- ----- --- ----- 6.03 23.40 3.32 56.94 6.01 --- --- ---- --- -- ----_ -_- ---- 6.01 23.50 3.28 56.93 5.98 ----- ----- ---- -__ -__ -__ __-- 5.98 23.60 3.25 56.93 5.95 -- ___ _-_ _- ____ _-_ ___-- 5.95 23.70 3.22 56.92 5.93 --- ---_- ---- ---- _-_ _____ ___ _____ 5.93 23.80 3.19 56.92 5.90 -- ----- ---- --- ---- -_- ---- --- 5.90 23.90 3.15 56.92 5.88 --- ---- ---- ---- ---- ---- --- 5.88 24.00 3.12 56.91 5.85 ----- ---- - --- ---_ _-_ ____ _-_ 5.85 24.10 3.08 56.91 5.82 ----- ---- ----- ---- ----- --- ----- ----- 5.82 24.20 3.02 56.90 5.80 --- ---- --- ---- ----- ---- ---- ---- 5.80 24.30 2.96 58.90 5.77 ---- ---- ---- --- --- ---- ----- -- 5.77 24.40 2.88 56.89 5.74 ----- --_ ___ ___ _ ____ __- __-_ __-- 5.74 24.50 2.80 56.89 5.71 -- ---- ----- ---- ----- ---- ---- -- 5.71 24.60 2.70 56.88 5.68 -__ --_ _____ -_ ____ -__ 5.68 24.70 2.60 56.88 5.64 ---- --- ----- ----- ----- ----_ ----- ---- 5.64 24.80 2.48 56.87 5.61 ----- --- ----- ----- ----- ----- ----- ----- 5.61 24.90 2.36 56.87 5.58 ----- ----- ---- _---- ---- __- ___-- _-__- 5.58 25.00 2.23 56.86 5.54 ----- -- _____ ___ ____ ___ __-- -- 5.54 25.10 2.08 56.86 5.51 ----- ----- ----- ----- ----- ----- ----- ---- 5.51 25.20 1.93 56.85 5.47 ---- ----_ _-_ ___ _____ _____ -__ ___-- 5.47 25.30 1.77 56.85 5.43 ----- ----- - --- ---- ---- -- ----- 5.43 25.40 1.60 56.84 5.39 ----- ---- --_ ____ ___ _-_ ___- -__ 5.39 25.50 1.43 56.83 5.35 -__ _- _-_ -_ ____ _- ____ _-_ 5.35 25.60 1.28 56.83 5.31 --- --- ----- ---- ----- --- ----- ---- 5.31 25.70 1.15 56.82 5.27 ----_ --- ----- ----- -- ---- ---- ---- 5.27 25.80 1.01 56.70 5.22 ----- ---- ----- ---- _-_ ___ _-_ ____ 5.22 25.90 0.89 56.68 5.18 ---- --__ -_ _- -_- ---- ---- ---- 5.18 26.00 0.78 56.66 5.14 --- --- --- _-_ _____ ____ --- -___ 5.14 26.10 0.67 56.66 5.15 ----- ----- ----- ----- -- ----- -- ---- 5.15 26.20 0.57 56.67 5.15 --- -- ----- ----- -- ----- ----- --- 5.15 26.30 0.48 56.67 5.16 ----- ----- --- ---- ----- ---- ---- ---- 5.16 26.40 0.40 56.67 5.17 ----- --_- ----- ____ _____ -_ ___ ____ 5.17 26.50 0.33 56.68 5.18 ----- -- --- ----- ----- ---- ---_ ----- 5.18 26.60 0.26 56.68 5.18 ---- ----- ----- _.- ___ -__ ____ 5.18 26.70 0.20 56.68 5.19 ----- ---- ----- ----- ----- ---- ----- ----- 5.19 26.80 0.15 56.69 5.20 ---- ----- ----- --- ---- ---- ---- ---- 5.20 26.90 0.11 56.69 5.21 ----- ----- ___ -- --- --__- ----- _-__ 5.21 27.00 0.07 56.69 5.21 ---- ---- -- ----- ---- --- ----- --- 5.21 27.10 0.04 56.70 5.22 __- ____ --- 5.22 27.20 0.02 56.70 5.23 ---- ----- ----- ----_ ---- ----- ----- -- 5.23 27.30 0.01 56.69 5.22 ---- ---- ----- -- ----- ----_ ----- ____ 5.22 27.40 0.00 56.68 5.20 5.20 Continues on next page... Page 4 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAR Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 27.50 0.00 56.68 5.18 --- ---- ---- ---- ---- ----- ---- ---- 5.18 27.60 0.00 56.67 5.16 ---- ---- ---- ----- _-__ ____ ____ _ 5.16 27.70 0.00 56.66 5.14 -_ __- __-- ____ --- _-- ----- ----- 5.14 27.80 0.00 56.65 5.12 -- ----- ---- -- --- ---- _--- --- 5.12 27.90 0.00 56.64 5.10 ----- ---- --- ---- ---- ----- ----- ---- 5.10 28.00 0.00 56.63 5.08 5.08 28.10 0.00 56.62 5.06 5.06 28.20 0.00 56.62 5.04 5.04 28.30 0.00 56.61 5.02 ----- ---- ---- ---- --- ---- ----- ----- 5.02 28.40 0.00 56.60 5.01 ----- ----- ---- ---_ ----- ----- ---_- --- 5.01 28.50 0.00 56.59 4.98 --- ----- ----- ---- ----- ---- ----- ---- 4.98 28.60 0.00 56.58 4.96 ----- 4.96 28.70 0.00 56.58 4.94 ----- ---- ----_ ___ _M ___ ___ ___ 4.94 28.80 0.00 56.57 4.91 -- ----- ---- ----- ----- ----- ----- ---- 4.91 28.90 0.00 56.56 4.89 ____ ----- 4.89 29.00 0.00 56.55 4.87 --- ---- ----- ----- ---- ----- ----- --- 4.87 29.10 0.00 56.54 4.84 ----- ---- ---- 4.84 29.20 0.00 56.53 4.82 4.82 29.30 0.00 56.53 4.80 ---- _-__ ___ __- _____ -_ -__- ___-- 4.80 29.40 0.00 56.52 4.78 ----- -- ----- ----- --_-- ---- ----- ---- 4.78 29.50 0.00 56.51 4.75 - ----- --- ---- --- --__ ___ _____ 4.75 29.60 0.00 56.50 4.73 ----- ----- ----- ---- ---- ----- ---- --- 4.73 29.70 0.00 56.50 4.71 -- ----- ---- ----- ---- ----- ----- ----- 4.71 29.80 0.00 56.49 4.68 4.68 29.90 0.00 56.48 4.65 ---- ---- ___ ____ 4.65 30.00 0.00 56.47 4.62 ----- ----- ----- ----- ----- ----- ---- ----- 4.62 30.10 0.00 56.46 4.59 ---- -- -- -_- -_- -__ -__ ____ 4.59 30.20 0.00 56.46 4.56 ---- --- ----- ----- ----_ ____ ___ ___ 4_56 30.30 0.00 56.45 4.53 ----- -- ---- ----- ---- --- ____ ___ 4.53 30.40 0.00 56.44 4.50 -- --- ----- ---- ---- --_ ---- ----- 4.50 30.50 0.00 56.43 4.47 4.47 30.60 0.00 56.43 4.44 4.44 30.70 0.00 56.42 4.41 ----- ---- ----- ----- ----- ---- ---- ---- 4.41 30.80 0.00 56.41 4.38 4.38 30.90 0.00 56.41 4.36 4.36 31.00 0.00 56.40 4.33 4.33 31.10 0.00 56.39 4.29 ----- ---- ----- ---- ----- ---- ---- ---- 4.29 31.20 0.00 56.38 4.26 -- ----- ----- ---- --- -.--_ ___ __W 4.26 31.30 0.00 56.38 4.23 --- --- ----- --- -__ ____ __- __ - 4.23 31.40 0.00 56.37 4.19 ---- ----- ---- ----- -- ----- __- ---- 4.19 31.50 0.00 56.36 4.16 ---- ---- ----- --- ----- ---- ----- ---- 4.16 31.60 0.00 56.36 4.13 ---- ----- ----- -- _- ----_ ---- ---- 4.13 31.70 0.00 56.35 4.09 ---- --- -- ----- ----- ----- ----- 4.09 31.80 0.00 56.34 4.06 ----- ----- ----- ---- _---- ----- ---- ---- 4.06 31.90 0.00 56.34 4.03 ----- --- ----- ---- --- --- ---- ---- 4.03 32.00 0.00 56.33 4.00 ----- ----- ----- --- ----- ---- --- --- 4.00 32.10 0.00 56.32 3.97 -- -- ----- ----- --- --- --- ----- 3.97 32.20 0.00 56.32 3.93 ----- ----- ----- ---- ----- ---- ----- 3.93 32.30 0.00 56.31 3.90 ----- --- ---- ----- ---- ----- --- --- 3.90 32.40 0.00 56.30 3.87 ----- -- --- _---- ---- ----- ----- ----- 3.87 32.50 0.00 56.30 3.84 ---- ----- --- --- ----- ----- ----- 3.84 Continues on next page... Page 5 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfl Outflow (hrs) cfs ft cfs cfs cfs cfs efs efs cfs cfs efs cfs 32.60 0.00 56.29 3.82 --- ----- -- «- «- ---- ----- --- 3.82 32.70 0.00 56.28 3.79 ---- ----- ---- ----- ----- ---- «- --- 3.79 32.80 0.00 56.28 3.77 ----- ----- -- ----- ----- --- --- ---- 3.77 32.90 0.00 56.27 3.74 --- -__ �_ ____ _-_ -__ _____ «--- 3.74 33.00 0.00 56.27 3.72 ----- -- ----_ _- --- --- ---- ----- 3.72 33.10 0.00 56.26 3.69 ----- -- ----- ----- «__ _____ ____ -__ 3.69 33.20 0.00 56.25 3.67 ----- --- ---- ---« ----- -_« ---- ----- 3.67 33.30 0.00 56.25 3.64 --- -- ---- ----- ---- ___ ___ ____ 3.64 33.40 0.00 56.24 3.62 --« --- --« --- ----- --- ---- ---« 3.62 33.50 0.00 56.24 3.59 ----- -__ _- _____ _____ �_ ___ ___-_ 3.59 33.60 0.00 56.23 3.57 ----- ---- -_ ___« ___ __- __ «_- 3.57 33.70 0.00 56.22 3.55 «--- ---- -- ---« -«- ----- ----- «-« 3.55 33.80 0.00 56.22 3.52 --- --- --- ---- --- --- ----- --- 3.52 33.90 0.00 56.21 3.50 ----- ----- ---- ____ _____ ___._ _____ 3.50 34.00 0.00 56.21 3.47 ----- ---__ ___ ___ -__ ____ __« ___- 3.47 34.10 0.00 56.20 3.45 ----- ----- ---__ _____ _____ ___ _ ___ ____ 3.45 34.20 0.00 56.20 3.42 ---- ---- ----- --- -- ____ _- _____ 3.42 34.30 0.00 56.19 3.39 ----- -«- --- ---- ---- ____ _- 3.39 34.40 0.00 56.18 3.35 --- --- ----- ----- -- ----- --- ----- 3.35 34.50 0.00 56.18 3.32 ----- -- --_ ____ -__ _____ _____ ____ 3.32 34.60 0.00 56.17 3.29 ---- ---- «-- ---- «--- ----- ----- ----- 3.29 34.70 0.00 56.17 3.26 --- ----- --- ---- ---- ----- --- ----- 3.26 34.80 0.00 56.16 3.23 ----- ----- ---- ----- _--- ----- ---- ----- 3.23 34.90 0.00 56.16 3.20 ----- ----- ----- --- ----- ----- ---- ---- 3.20 35.00 0.00 56.15 3.17 -----_ ----- --- ----- «--- ----- -«-- --- 3.17 35.10 0.00 56.15 3.14 ----- ----- ---- ---- ---- ---- ---- ----- 3.14 35.20 0.00 56.14 3.11 ----- --« --- -_-- ---- ----- _-_- -__- 3.11 35.30 0.00 56.14 3.08 ----- ---- ----- -«« ---- ----- ----- ---- 3.08 35.40 0.00 56.13 3.05 -- ---- __«_ ____ _____ ____ _____ ----- 3.05 35.50 0.00 56.13 3.02 --- -- ----- ---« --- ----- «--- 3.02 35.60 0.00 56.12 2.99 ----- ----- ----- --- ----- __� ____ _____ 2.99 35.70 0.00 56.12 2.98 ----- --_ ----- _� ____ _- _____ __-_- 2.96 35.80 0.00 56.11 2.93 ----- -«- -- ----- ---- ----- --- ---- 2.93 35.90 0.00 56.11 2.90 ---- ---_ _«_ _ _� ____ _____ ----- 2.90 36.00 0.00 56.10 2.88 ----- --- __- _____ ____ ____ --- _-- 2.88 36.10 0.00 56.10 2.85 ----- ---_ _-_ ___ -- _____ _____ ____ 2.85 36.20 0.00 56.09 2.83 ----- -- ----- ----- ---- ----- ----- ---- 2.83 36.30 0.00 56.09 2.81 ----- ----- ----- ---- _-_ ___ _____ ____ 2.81 36.40 0.00 56.08 2.79 --- -«- ----_ _- _-_ ____- --- w-- 2.79 36.50 0.00 56.08 . 2.76 ---- ---« ---- -«- --- ---- ---- «- 2.76 36.60 0.00 56.07 2.74 ---- -- ----- ---- ----- ----- _--- ----- 2.74 36.70 0.00 56.07 2.72 ----- ----- ----- --- -«- ----- ----- ----- 2.72 36.80 0.00 56.06 2.70 ----- --- -- ----- ___ __-« --- ---- 2.70 36.90 0.00 56.06 2.68 ---- ----- ----_ -__ _____ -__ «- ___ 2.68 37.00 0.00 56.06 2.66 ----- «__ __-- _-« _-- ----- ---_ ----_ 2.66 37.10 0.00 56.05 2.64 ---- --- ----- ----- ----- -- -«- --« 2.64 37.20 0.00 56.05 2.62 -- _--- ---- __ _ -__ ____ _-- _____ 2.62 37.30 0.00 56.04 2.59 ----_ --- ----- ----- _-_ ___ __- 2.59 37.40 0.00 56.04 2.57 ----- ----- _____ -_ ____ _-__ __- _-_- 2.57 37.50 0.00 56.03 2.55 ---- ----- ---- ----- __« _-_ _«_ _____ 2.55 37.60 0.00 56.03 2.53 ----- ----- --- ---- --« ----- ---- ----- 2.53 Continues on next page... Page 6 Hydrograph Discharge Table Time Inflow Elevation CIv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D EMI Outflow (hrs) cfs ft efs cfs cfs cfs cfs cfs cfs cfs cfs cfs 37.70 0.00 56.03 2.51 ----- -- _-_ _____: r- ___ -_-- -_-- 2.51 37.80 0.00 56.02 2.49 ----- ---- ----- --- --- -- ---- ----- 2.49 37.90 0.00 56.02 2.47 --- ----- ----- ----- -___ _-___ ____ -_-- 2.47 38.00 0.00 56.01 2.46 --- ---- ---- ----- ---- ----- ----- -- 2.46 38.10 0.00 56.01 2.44 ---- --- --- ----- ---- ---- ---_- --- 2.44 38.20 0.00 56.01 2.42 ----- ---- ---- ----- -__ _____ -- ___-- 2.42 38.30 0.00 56.00 2.40 --- ----- ---- ---_ ____ ____ _____ 2.40 38.40 0.00 56.00 2.37 --- ----- ----_ ---- _-_ __- ____- ---- 2.37 38.50 0.00 55.99 2.34 ----- --- ----- --- ---- ----_ ---_ 2.34 38.60 0.00 55.99 2.32 ----- ----- ----- ----- ----- ----- ---- ---- 2.32 38.70 0.00 55.98 2.29 --- --- ---- ---- ----_ --- ---- ----- 2.29 38.80 0.00 55.98 2.26 ----- ----- --- --- -- ----- --_ --_ 2.26 38.90 0.00 55.98 2.23 ----- --- ---- ----- ----- --- ----- ---- 2.23 39.00 0.00 55.97 2.21 ---- ----- -- ----- ---- ---- ---- ----- 2.21 39.10 0.00 55.97 2.18 ---- --- --- ----- ____ __-- __-_ ----- 2.18 39.20 0.00 55.96 2.15 ---- ----- ----- ---- ----- ---- ---- 2.15 39.30 0.00 55.96 2.13 -- --- ----- ---- --- -- --- ----- 2.13 39.40 0.00 55.95 2.10 ---- ----- ---- ---- -- ____ -__ _-_ 2.10 39.50 0.00 55.95 2.08 --- ---- ----- ----- ---- ----- --- ---- 2.08 39.60 0.00 55.95 2.05 -- --_ ____ _- _-_ ____ -_ _- 2.05 39.70 0.00 55.94 2.03 ---- ---- ----- --- ----- ___ _____ -_ 2.03 39.80 0.00 55.94 2.00 ----- -_- -___ ____ _--- ----- _---- --- 2.00 39.90 0.00 55.94 1.98 ----- -- -__ _� ____ _____ _____ -_- 1.98 40.00 0.00 55.93 1.95 --- --- ----- ---- ---- ----- ----- ----- 1.95 40.10 0.00 55.93 1.93 ----- ---- ---- -__ _____ -- ----- __-__ 1.93 40.20 0.00 55.92 1.91 ----- --- ----- ---- ----- --- ---- ---- 1.91 40.30 0.00 55.92 1.88 ----- -- -__ ____ -_ _-_- ---_ ----- 1.88 40.40 0.00 55.92 1.86 ----- ----- --- ----- ----- ----- ____ -__ 1.86 40.50 0.00 55.91 1.84 ----- -- --- --- ----- ---- ----- --_ 1.84 40.60 0.00 55.91 1.82 ---- ----- --- ----- ----- ----- __M ___ 1.82 40.70 0.00 55.91 1.80 -- --- ----- ----- ----- ----- ---- ---- 1.80 40.80 0.00 55.90 1.77 ----- -- ---- ----- --- --__ __- _- 1.77 40.90 0.00 55.90 1.75 ----- ----- ----- -__ ___ __-_ ____ ____ 1.75 ...End Reservoir Report Page 1 Reservoir No. 1 - DETENTION POND Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known contour areas. Average end area method used. Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cult) Total storage(cuft) 0.00 55.00 167,250 0 0 1.00 56.00 210,650 188,950 188,950 2.00 57.00 224,500 217,575 406,525 3.00 58.00 238,000 231,250 637,775 Culvert/Orifice Structures Weir Structures [A] [B] [C] [D] [A] [Bl [C] [D] Rise in = 18.0 0.0 0.0 0.0 Crest Len ft = 0.00 0.00 0.00 0.00 Span in = 18.0 0.0 0.0 0.0 Crest El.ft = 0,00 0.00 0.00 0.00 No.Barrels = 1 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00 Invert El.ft = 55.30 0.00 0.00 0.00 Weir Type = - - - - Length ft = 75.0 0.0 0.0 0.0 Multistage = No No No No Slope% = 0.50 0.00 0.00 0.00 N Value = .013 .000 .000 .000 Orif.Coeff. = 0.60 0.00 0.00 0.00 Multistage = n/a No No No Exfiltration Rate = 0.00 in/hr/sgft Tailwater Elev.= 0.00 ft Note:All outflows have been analyzed under inlet and outlet control. Stage/Storage/Discharge Table Stage Storage Elevation CIv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total It cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 55.00 0.00 - - - - - - - - 0.00 1.00 188,950 56.00 2.39 - - - - - - - - 2.39 2.00 406,525 57.00 6.36 - - - - - - - - 6.36 3.00 637,775 58.00 10.53 - - - - - - - - 10.53 Hydrograph Summary Report Page, Hyd. Hydrograph Peak T"nne Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (rain) (cuff) (ff) (cuft) 1 SCS Runoff 61.88 6 810 781,277 — DEVELOPED CONDITIONS 2 Reservoir 8.75 6 1074 711,377 1 57.51 525,108 Proj. file: 1567.gpw Return Period: 50 yr Run date: 02-22-2002 Hydratlow Hydrographs by Intelisolve Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 2 Hydrograph type = Reservoir Peak discharge = 8.75 cfs Storm frequency = 50 yrs Time interval = 6 min Inflow hyd. No. = 1 Reservoir name = DETENTION POND Max. Elevation = 57.51 ft Max. Storage = 525,108 cuft Storage Indication method used. Outflow hydrograo volume=711,377 cuft Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B CIv C Clv D Wr A Wr B Wr C Wr D EMI Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 13.40 61.57 56.07 2.70 -- ---- ___ _ -__ _____ _____ _-- ----- 2.70 13.50 61.88<< 56.16 3.23 --- ----- -- ----- ___ -__ ____ 3.23 13.60 61.45 56.26 3.69 ---- -_-- ----- --- --- ----- ----- ----- 3.69 13.70 60.41 56.35 4.11 ----- -- ----- ----_ ____ �_ ____ _-_-- 4.11 13.80 58.94 56.44 4.51 ---_ ----- ----- --- ----- ----- 4.51 13.90 57.21 56.53 4.82 ----- ---- ---- -__ ____ __-- --- ---- 4.82 14.00 55.33 56.62 5.05 ----- -- --- ---- ----- ----- ---- --- 5.05 14.10 53.30 56.70 5.23 ---- ---- _-_ ___ ___ ___ ----- _-_ 5.23 14.20 51.15 56.67 5.16 ----- --- ---- ---- --- ---- ----- ---- 5.16 14.30 48.89 56.85 5.47 - ---- __- ___ ___ __-- _-_- -- 5.47 14.40 46.55 56.92 5.91 --- ---- ____ -__ ____ __--- ---- 5.91 14.50 44.14 56.99 6.28 ---- ----- ----- ---- --- ---- --- ---- 6.28 14.60 41.66 57.04 6.59 ----- - ---- _-__ �_ _____ __-_ ----- 6.59 14.70 39.13 57.10 6.87 ----- --- --- ---- ----- ----- ---- --- 6.87 14.80 36.54 57.14 7.11 ----- ---- ---- ----= --- ----- _---_ 7.11 14.90 33.92 57.19 7.33 --- --- -- ---- ----- _____ ___- _____ 7.33 15.00 31.27 57.23 7.51 -- ----- --- --- ----- ----_ -_ ___ 7.51 15.10 28.61 57.26 7.67 ----- -- ---- -- ----- ----- --- 7.67 15.20 26.00 57.29 7.81 -- --_ ___ ___-_ _-_ _____ -- ----- 7.81 15.30 23.51 57.32 7.93 - ---- --- --- --_ _____ -__ __- 7.93 15.40 21.21 57.34 8.03 -- ----- -- -__ --- __- -____ _- 8.03 15.50 19.39 57.36 8.11 -- ---- - ---- --- --- -- -- 8.11 15.60 18.14 57.38 8.18 ----- ---- ---_ ___ ___ . -_ 8.18 15.70 17.16 57.39 8.25 -- ---- -- ----- --- ---- ---- 8.25 15.80 16.39 57.40 8.30 ---- ---- ----- ---- ----- ---- ---- ----- 8.30 15.90 15.78 57.42 8.35 ----- -- ---- ---- ---- ---- --- 8.35 16.00 15.23_ 57.43 8.40 ----- ----- ---- ----- ---- ___ ____ ___ 8.40 16.10 14.73 57.44 8.44 -- ----- -- _--- _---- ----- ____ _-_ 8.44 16.20 14.26 57.45 8.48 ----- ---- -- ---- ---- -- - ----- 8.48 16.30 13.82 57.46 8.52 - -- ----- --- ----- --- ---- --- 8.52 16.40 13.40 57.46 8.55 ----- ---- ----- ----- ---- ---- ---- ---- 8.55 16.50 12.99 57.47 8.58 ----- - ----- __- _-___ --- ---- 8.58 16.60 12.60 57.48 8.61 ---- ----- ----- ---- ----- ----- ---- ---- 8.61 16.70 12.22 57.48 8.63 ----- ----- ----- ---- ---- ---- ----- -- 8.63 16.80 11.86 57.49 8.65 ----- ---- _____ _____ --- ----- ----- 8.65 16.90 11.51 57.49 8.67 ---- ---- ---_ _____ _� ___ ___ -_-_ 8.67 17.00 11.17 57.50 8.69 ---- ----- ----- ---- ----- ----- --" -'- 8.69 17.10 10.84 57.50 8.70 --- ----- ----- -- ---- --- ----- ---- 8.70 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Ell Outflow (hrs) cfs ft cfs cfs cfs cfs efs cfs cfs cfs cfs efs 17.20 10.53 57.50 8.72 -- ---- -- --_ ----- --- --- ----- 8.72 17.30 10.23 57.51 8.73 --- -- --- --- ----- --- --- --- 8.73 17.40 9.94 57.51 8.73 ----- ----- __- -__ _____ __- ___ _____ 8.73 17.50 9.66 57.51 8.74 --- ----- _--- ---- ----- ---- ----- 8.74 17.60 9.40 57.51 8.75 -- ---- --- ----- --- ----- ----- ---- 8.75 17.70 9.14 57.51 8.75 ----- --- ----- --- - ----- -__ -- 8.75 17.80 8.89 57.51 8.75 ----- -- --- ----- --- ---- ---- ---- 8.75 17.90 8.66 57.51 << 8.75 ----- _-- ----- ---- ----- ___ -- -- 8.75<< 18.00 8.43 57.51 8.75 ----- ---- ----- --- --- ----- -- -- 8.75 18.10 8.21 57.51 8.75 --- -- -- ----- -- ----_ ----- --- 8.75 18.20 8.00 57.51 8.74 ---- --- ---- ----- ---- -- --- ----- 8.74 18.30 7.79 57.51 8.74 --- ---- ----- ----- ---- ---- ----- ----- 8.74 18.40 7.59 57.51 8.73 ---- ---- ---- ---- --- -- ---- ----- 8.73 18.50 7.41 57.51 8.72 ---- -- -- ----- ---- --- --- ---- 8.72 18.60 7.23 57.50 8.72 ----- ---- -- _-_ __- ____ -_ ___-- ' 8.72 18.70 7.05 57.50 8.71 ---- -- ---- ---- --- --_-- -- ----- 8.71 18.80 6.89 57.50 8.70 ----- ---- ---- ---- ---- ---- -- ----- 8.70 18.90 6.73 57.50 8.68 8.68 19.00 6.58 57.49 8.67 ---- ---- -- ---- --- --- ----- 8.67 19.10 6.44 57.49 8.66 -- --- --- ----- -___ -__ ____ ___ 8.66 19.20 6.31 57.49 8.64 ---- --_- ---- --- ---- ----- ----- --- 8.64 19.30 6.18 57.48 8.63 ---- -__ _____ _____ ____ __- __- _____ 8.63 19.40 6.06 57.48 8.61 -- ---_ ----- ----- -- ----- ----- --- 8.61 19.50 5.94 57.47 8.59 ----- -- --- ----- ---- ----- ---- ---- 8.59 19.60 5.84 57.47 8.58 ----- ---- ---- ---_ _-- ----- ---- ----- 8.58 19.70 5.74 57.47 8.56 -- ----- ----- ----- --- ----- ---- ---- 8.56 19.80 5.64 57.46 8.54 ---- ----- -- -_- -- ----- ---- --- 8.54 19.90 5.55 57.46 8.52 ---- ---- ----- ____ -_ _- _____ _____ 8.52 20.00 5.47 57.45 8.50 --- ----- ----- --- --- ----- ---- ----- 8.50 20.10 5.38 57.45 8.48 ----- ---- ---_ --- --- --- --- 8.48 20.20 5.31 57.44 8.46 -- ----- --- ---- ---- ---- _____ ___ 8.46 20.30 5.24 57.44 8.44 8_44 20.40 5.17 57.43 8.42 ---- -- --- ----- _- ---- ---- ----- 8.42 20.50 5.10 57.43 8.40 ----- ---- -- ---- --- ---- ----- ----- 8.40 20.60 5.04 57.42 8.38 ----- -- ----- _-_ _.- _-_ ___ __- 8,38 20.70 4.98 57.42 8.36 ----- ---- ---- ----- ___ -_ -_ ___ 8.36 20.80 4.92 57.41 8.33 --- ----- ----- ---- ---_ _____ ___ 8.33 20.90 4.86 57.41 8.31 ----- -- ----- ---- _- --- ---- --- 8.31 21.00 4.81 57.40 8.29 ----- --_ ---- ----- _---- ---- --- ---- 8.29 21.10 4.76 57.40 8.27 -- ---- ----- _-_ ___ ____ -_ ____ 8.27 21.20 4.71 57.39 8.24 -- ---- ----- -- ----- ----- - ----- 8.24 21.30 4.66 57.38 8.22 ---- -- -- --- -- ----- ---__ --- 8.22 21.40 4.61 57.38 8.19 --- ----- _-_ ___ _-_ -__ _____ _-_ 8.19 21.50 4.56 57.37 8.17 -_- ---- ---- - ----- ___ ___ ___- 8.17 21.60 4.51 57.37 8.14 ----- --- ---- -- --- --- ---- -- 8.14 21.70 4.46 57.36 8.1.2 ----- -_- ----- ----- ----- --- ----- _-_ 8.12 21.80 4.40 57.36 8.09 --- _- -- -- ---- ---- --- --- 8.09 21.90 4.35 57.35 8.07 --- ____ -_ _____ _____ ___ _- ___ 8.07 22.00 4.30 57.34 8.04 --- _-_ 8.04 22.10 4.27 57.34 8.02 ----- -- ----- -__ ----- ----- ----- --- 8.02 22.20 4.23 57.33 7.99 ---- ----- ---- ---- ----- ----- --- -- 7.99 Continues on next page... Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Exfll Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 22.30 4.19 57.33 7.97 ----- ----- ----- ----- ---- ---- ----- --- 7.97 22.40 4.16 57.32 7.94 7.94 22.50 4.12 57.32 7.92 -- ---- --- ---- ----- ---- ---- ---- 7.92 22.60 4.09 57.31 7.89 ----- ----- -- ---- --- ----- ----- ----- 7.89 22.70 4.06 57.30 7.86 - --- _w_ ___ ___ ____ �__ _-_- 7.86 22.80 4.03 57.30 7.84 ----- ----_ w__ _____ ____ _____ _____ __-- 7.84 22.90 4.00 57.29 7.81 --- --- ----- ----- --- - -- ----- 7.81 23.00 3.97 57.29 7.78 7.78 23.10 3.95 57.28 7.76 ----- -- ----- --- ----_ ____ _____ _____ 7.76 23.20 3.92 57.27 7.73 ----- ----- ----- ---- ----- ----- - --- 7.73 23.30 3.90 57.27 7.70 --- ---- ---- ----- ---- --_ ----- ----- 7.70 23.40 3.88 57.26 7.67 --- ---- ----- ---- ---- ----- ---- --- 7.67 23.50 3.84 57.26 7.65 ---- ---- ____ _____ _____ ____ _____ ----- 7.65 23.60 3.80 57.25 7.62 7.62 23.70 3.77 57.24 7.59 -- ---- ---- _- -- ----- ---- ----- 7.59 23.80 3.73 57.24 7.56 ----- --- --- ---- ---- --- ---- ---- 7.56 23.90 3.69 57.23 7.54 --- ----- ----- ----- -- -_- ---- --- 7.54 24.00 3.65 57.23 7.51 - ____ _-_ 7.51 24.10 3.60 57.22 7.48 ----- -- ---- ---- ---- ----- ----- ---- 7.48 24.20 3.54 57.21 7.45 ----- ----- ----- ---- ---_ ----- ----- ----- 7.45 24.30 3.46 57.21 7.42 7.42 24.40 3.37 57.20 7.40 ----- ----- ---- - --- ---- ---- --- 7.40 24.50 3.27 57.20 7.36 --- -- --- ---- ----- ---- ----- ---- 7.36 24.60 3.16 57.19 7.33 7.33 24.70 3.04 57.18 7.30 --- ----- ---- ---- ___ ____ ____ _____ 7.30 24.80 2.91 57.18 7.27 ----- ----- ----- ----- --- ---- ----- ---- 7.27 24.90 2.76 57.17 7.23 ----- ---- ---- ----- ----- ---- - ----- 7.23 25.00 2.60 57.16 7.20 --- ----- ----- ---- ---- ----- ----- ----- 7.20 25.10 2.44 57.15 7.16 ---- ----- ---- ----- ----- ---- ----- ---- 7.16 25.20 2.26 57.15 7.13 --__ _____ __- -- _-_- w-- ---- ---- 7.13 25.30 2.07 57.14 7.09 --_ ____ ___ ____ ___ M_ _--- ----- 7.09 25.40 1.87 57.13 7.05 7.05 25.50 1.68 57.12 7.01 ---- ----- --_- -- --- -- ----- --- 7.01 25.60 1.50 57.11 6.97 - --- ---- ---- --- ---- ----- ----- 6.97 25.70 1.34 57.11 6.92 -- ---- --- -- --- ----- ---- ----- 6.92 25.80 1.19 57.10 6.88 ----- ---- ---__ ---- ----- ----- ----- ---- 6.88 25.90 1.04 57.09 6.83 ----- ----- --- --- --- ---- --- 6.83 26.00 0.91 57.08 6.78 ---- ----- --_ ---- --- ----- ----- ----- 6.78 26.10 0.78 57.07 6.74 8.74 26.20 0.67 57.06 6.69 6.69 26.30 0.56 57.05 6.64 ----- ----- - ----- ----- -- ----- -- 6.64 26.40 0.47 57.04 6.59 ----- ----- ----- -- ----- ----- ---- ---- 6.59 26.50 0.38 57.03 6.54 ---- ---- ----- ----- ----- -- ----- ----- 6.54 26.60 0.30 57.02 6.48 6.48 26.70 0.24 57.01 6.43 6.43 26.80 0.18 57.00 6.38 ----- ----- ----- _____ ___ ____ ___ ____ 6.38 26.90 0.12 56.99 6.33 ----- --- ----- ----- --- ----- ---- ----- 6.33 27.00 0.08 56.98 6.27 6.27 27.10 0.05 56.97 6.21 - ----- -- --- -- ----- ---- ----- 6.21 27.20 0.02 56.96 6.15 6.15 27.30 0.01 56.95 6.09 6.09 Continues on next page... Page 4 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EMI Outflow (hrs) ds ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 27.40 0.00 56.94 6.03 ----- ----- ---- ---- ___-_ ___ �__ 6.03 27.50 0.00 56.93 5.97 ---- ---- ---- ---- --_ --- -»_ _____ 5.97 27.60 0.00 56.92 5.92 --- ----- ----- ---- __-- -_ --»_ ___ 5.92 27.70 0.00 56.91 5.86 -- ----- ----- ---- ----- ---- 5.86 27.80 0.00 56.90 5.80 ----- ---- ---- ---- ----- ----- --- ---- 5.80 27.90 0.00 56.89 5.74 -- --- ---- ---- ----- ----- ----- 5.74 28.00 0.00 56.88 5.68 --- ----- - - ---- ----- ----- 5.68 28.10 0.00 56.88 5.62 ----_ _- __w ___ _� __» _____ 5.62 28.20 0.00 56.87 5.56 ----- ----- ----- - ----- ---- ---- ----- 5.56 28.30 0.00 56.86 5.50 ---- -- ----- - - ---- -_ ____ 5.50 28.40 0.00 56.85 5.45 -- ----- ---- ----- --- ---- _---- 5.45 28.50 0.00 56.84 5.39 ---- ---- ----- ----- --__ 5.39 28.60 0.00 56.83 5.33 -- -- --- -- ----- ----- -»_ ____ 5.33 28.70 0.00 56.82 5.28 -- ----- ----- _--- --- ---_ -- - 5.28 28.80 0.00 56.69 5.22 ---- ----- ---- ----- - ----- 5.22 28.90 0.00 56.67 5.16 ---- --- ----- ____ ----- -_-_ _____ 5.16 29.00 0.00 56.66 5.14 -- ----- --- ____ ----- --» ____ 5.14 29.10 0.00 56.66 5.15 -- ---_ ---- _--- ----- _-- -__ _____ 5.15 29.20 0.00 56.67 5.16 ----- ----- ----- ----- ----- ----- 5.16 29.30 0.00 56.67 5.17 ---- ----- --•-- -- ---- ---- 5.17 29.40 0.00 56.68 5.18 -- ---- ---~ ---- ----- ----- ----- 5.18 29.50 0.00 56.68 5.18 5.18 29.60 0.00 56.68 5.19 ---- ----- ---- - --- ----- ---_ ___ 5.19 29.70 0.00 56.69 5.20 - ----- -- - ---- ----- ---- --- 5.20 29.80 0.00 56.69 5.21 -- -- ---- - ----- ----- ----- ---- 5.21 29.90 0.00 56.69 5.22 ----- ---- ---- -__ -- ---- ---- 5.22 30.00 0.00 56.70 5.22 ----- ---- ---- --_ ----- »--- ----- 5.22 30.10 0.00 56.70 5.23 ---- ---- ----- ----_ ---- »»_ ____ 5.23 30.20 0.00 56.69 5.21 -- ---- ----- ----- --_- ---- --- 5.21 30.30 0.00 56.68 5.19 ---- ---- ----- _- ---- -___ _-__ 5.19 30.40 0.00 56.68 5.18 ----- - ---- - ---- --- _�_ 5.18 30.50 0.00 56.67 5.16 ----- ----_ -- ___ --_-- »__ �_ 5.16 30.60 0.00 56.66 5.14 ---- ---- -- ____ ----- --._ w__ 5.14 30.70 0.00 56.65 5.12 ----- ----- ---- ---- ---- -- 5.12 30.80 0.00 56.64 5.10 -- ----- ---- --- ---- -_- 5.10 30.90 0.00 56.63 5.08 5.08 31.00 0.00 56.62 5.06 ----- -- --- ---- ---- ____ 5.06 31.10 0.00 56.62 5.04 ----- ----- ---- --- ----- ---- 5.04 31.20 0.00 56.61 5.02 ----- ---- ----- - _____ ----- -__ ___._ 5.02 31.30 0.00 56.60 5.00 ----- ---- ----- ----- ---- ---- --- 5.00 31.40 0.00 56.59 4.98 ----- ----- --- --- ----- ----- ---- 4.98 31.50 0.00 56.58 4.96 ---- ----- ---- --- --_ __� _____ 4.96 31.60 0.00 56.57 4.93 ----- ----- ----- ----- ---- -- --- 4.93 31.70 0.00 56.57 4.91 ---- ----- ----- ----- ---- --- 4.91 31.80 0.00 56.56 4.89 -- - --- ---- ----_ --- -- 4.89 31.90 0.00 56.55 4.87 ---- ---- ----- ---- -__ __� 4.87 32.00 0.00 56.54 4.84 4.84 32.10 0.00 56.53 4.82 ---_ _� ----- --._ -__ --_- -»__ _� 4.82 32.20 0.00 56.53 4.80 -- -- ----- - ----- -- ---- 4.80 32.30 0.00 56.52 4.77 --- ---- - ---- ----- ----- 4.77 32.40 0.00 56.51 4.75 -- ---- ----- ----- ---- __-_ 4.75 Continues on next page... Page 5 Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) Cfs ft Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs 32.50 0.00 56.50 4.73 -- ---- ---- --_ --- ___ ___ _____ 4.73 32.60 0.00 56.49 4.70 -- ----- ---- - ---- ___ _ ___ 4.70 32.70 0.00 56.49 4.67 ----- ----- -- ----- ---- ---- ---- ----- 4.67 32.80 0.00 56.48 4.64 ----- ----- ---- -- ----- ---- ----- ----- 4.64 32.90 0.00 56.47 4.61 ----- ----- ----- ___ _____ �_ _-_ 4.61 33.00 0.00 56.46 4.58 _- ___ ____- __-_ -� _w __-- -.-- 4.58 33.10 0.00 56.46 4.55 ----- -- --- ---_ _- ___ __- ___ 4.55 33.20 0.00 56.45 4.52 ----- ----- ----- ___ _-- _-- ___ _____ 4.52 33.30 0.00 56.44 4.50 ---- _-_ -_ ___ ___ _ ___ __-- -____ 4.50 33.40 0.00 56.43 4.47 ----- ----- ---- --- ---- --- ---- ____ 4.47 33.50 0.00 56.43 4.44 --- -- ----- ----- ___ ____ ___ _____ 4.44 33.60 0.00 56.42 4.41 ----- -- _ -__ _- ___ _- _-__ 4.41 33.70 0.00 56.41 4.38 --- ----- ---_ ---- -- ----- ---- ---- 4.38 33.80 0.00 56.40 4.35 ----- ----- --- ---- ----- ----- --- --- 4.35 33.90 0.00 56.40 4.32 ____ -_ ____ -__ _- ___ ___ _-_ 4.32 34.00 0.00 56.39 4.29 ----- --- ___ __- _- ____ _- -- 4.29 34.10 0.00 56.38 4.26 ---- ----- ---- -- ---- ---- ---- --- 4.26 34.20 0.00 56.38 4.22 ---- ----- ----- -_- ---- ----- ---- ----- 4.22 34.30 0.00 56.37 4.19 ---- -- -- ---__ _____ ___ ___- ____ 4.19 34.40 0.00 56.36 4.16 ----- ---- ---- ----- ---- --- ---- _- 4.16 34.50 0.00 56.36 4.12 -_ ----- --- --- ---- ---- ---- --- 4.12 34.60 0.00 56.35 4.09 ----- ----- ----- --_ ___ ___ _._ ___- 4.09 34.70 0.00 56.34 4.06 --- ----- ---- --_ ---- ---- --- --- 4.06 34.80 0.00 56.34 4.03 ---- -- ----- ---- ---- _.___ _-_ _____ 4.03 34.90 0.00 56.33 3.99 ---- -- ---- --- ----- ----- --- ----- 3.99 35.00 0.00 56.32 3.96 ---- ---- ----- ----- ----- ----_ ----- ---- 3.96 35.10 0.00 56.32 3.93 ---- ----- --__ -_ ___ _____ ____ ____ 3.93 35.20 0.00 56.31 3.90 ----- ---- --- ---- ----- --- --- ----- 3.90 35.30 0.00 56.30 3.87 ---_ ____ ____ ___ _____ -- _____ _-_ 3.87 35.40 0.00 56.30 3.84 ----- --- ----- ----- -- ----- ----- ---- 3.84 35.50 0.00 56.29 3.82 ---- ----- ---- --- ---- ---= ----- __- 3.82 35.60 0.00 56.28 3.79 - ----- ----- ---- --- ---- ---- --_ 3.79 35.70 0.00 56.28 3.76 ----- ---- ---- -- --- ----- --- 3.76 35.80 0.00 56.27 3.74 -- ----- ___ _._ _- _____ ----- 3.74 35.90 0.00 56.27 3.71 -- ----_ ___ _- �_ ___ ____ ____ 3.71 36.00 0.00 56.26 3.69 --- ----- _____ _-_ -_ ____ ____ _� 3.69 36.10 0.00 56.25 3.66 ---- -- ---- ---- --- ----- ---- _____ 3.66 36.20 0.00 56.25 3.64 ---- ----- ---- -- ----- ----- _--_ ----- 3.64 36.30 0.00 56.24 3.62 -- -- ----- --- ----- __- ____ ____ 3.62 36.40 0.00 56.24 3.59 -_ _- ___ _____ _____ ____ _____ 3.59 36.50 0.00 56.23 3.57 --- -- ---- -__ _- ___._ _ 3.57 36.60 0.00 56.22 3.54 --- ---- ----- --- .___ _____ ____ 3.54 36.70 0.00 56.22 3.52 ----- -- __- _____ ____ ___ __- _- 3.52 36.80 0.00 56.21 3.50 ---- _-- ----- _---- ---- ----- ---- 3.50 36.90 0.00 56.21 3.47 ----- ----- -- ----- ----- _�_ ____ ____ 3.47 37.00 0.00 56.20 3.45 --- --- ---- --- - _____ _____ ___ 3.45 37.10 0.00 56.19 3.42 -_ -_ ___ ____ ___ _____ _-_ _____ 3.42 37.20 0.00 56.19 3.38 -- ----- ----- ----- ----- ----- ----- 3.38 37.30 0.00- 56.18 3.35 ----- ----- ----- ---- ----- ---- ----- ----- 3.35 37.40 0.00 56.18 3.32 --- ----- ---- ----- -- --- -- ---- 3.32 37.50 0.00 56.17 3.29 -- -- ----- ----- ---- ----- ----- --- 3.29 Confinues on next page... Page 6 Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Clv C Civ D Wr A Wr B Wr C Wr D ExfiI Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 37.60 0.00 56.17 3.26 ----- -- _�_ �_. _____ -- _-- ---- 3.26 37.70 0.00 56.16 3.22 ---- ----- ----- ----- ---- -- ----- ----- 3.22 37.80 0.00 56.16 3.19 -- ----- ----- ----- -_ _� ____ __- 3.19 37.90 0.00 56.15 3.16 ----- ---- ----- ----- ---- ----- -- ----- 3.16 38.00 0.00 56.15 3.13 ----- ----- -- ----- ---- --- --___ -__ 3.13 38.10 0.00 56.14 3.10 -- -- ---- ---- ~- ----- ~--- -~- 3.10 38.20 0.00 56.14 3.07 ----- --- ----- --__ �_ -__ _-__ _____ 3.07 38.30 0.00 56.13 3.04 ----- ---- ----- ----- ----- ---- -_ 3.04 38.40 0.00 56.13 3.02 ---- ---- ---- ----- ----- ---- --- 3.02 38.50 0.00 56.12 2.99 --- ----- --- ----_ _____ �_ �_ -- 2.99 38.60 0.00 56.12 2.96 ----- ----_ _-_ ___ __-_ ----- ---- 2.96 38.70 0.00 56.11 2.93 ----- _�_ �_ _____ ____ ____ -__ 2.93 38.80 0.00 56.11 2.90 ---- ----- ---- --- -- --- ---- --- 2.90 38.90 0.00 56.10 2.87 ----- -- --- ---- ----- ---- -_- _---- 2.87 39.00 0.00 56.10 2.85 ----- ---- ----- ----- -- ----- ---- ----- 2.85 39.10 0.00 56.09 2.83 ----- -- ----- ---- ----- ----- ---- --- 2.83 39.20 0.00 56.09 2.81 ---- ---- ---- --- ---- ---- ----- ----- 2.81 39.30 0.00 56.08 2.78 ---- --- ---- ----- ----- ----- ---~ ---- 2.78 39.40 0.00 56.08 2.76 --- ----- ----- -- __w ____ ----- ----- 2.76 39.50 0.00 56.07 2.74 ---- ----- ----- ---- ---- ---- --- ---- 2.74 39.60 0.00 56.07 2.72 ----- _--- ----- ---- ---- ----- ----- ---- 2.72 39.70 0.00 56.06 2.70 ---- ----- ----- ----- ---- -_- ----- --- 2.70 39.80 0.00 56.06 2.68 --- ----- --- --- --- ----- ----- ---~ 2.68 39.90 0.00 56.06 2.65 ----- ----- --- ---- ---- ----- ---- ---- 2.65 40.00 0.00 56.05 2.63 ----- ---- ---- ----- ---- ----- ----- ---- 2.63 40.10 0.00 56.05 2.61 ----- ----- ---- ----- ----- ----- - ---- 2.61 40.20 0.00 56.04 2.59 ---- ---- -- ----- ----- _--- ---- ---- 2.59 40.30 0.00 56.04 2.57 --- --- ----- -- ----- ---_ ---- __- 2.57 40.40 0.00 56.03 2.55 ----- ----- --- ----- ----- ____ ____ ____ 2.55 40.50 0.00 56.03 2.53 ---- ---- ----- ----- ----- ---- ----- -- 2.53 40.60 0.00 56.03 2.51 ---- ----- ---- ---~ --- - ----- ---- 2.51 40.70 0.00 56.02 2.49 ----- ---- --- ----- ----- ---_ __-_ _____ 2.49 40.80 0.00 56.02 2.47 ---- ---- ---- ----- ----- ----- ----- --- 2.47 40.90 0.00 56.01 2.45 ----- ----- --- ---- --- -__ ___ ___ 2_45 41.00 0.00 56.01 2.43 ---- --- ----- ---- ----- ----- --~- ----- 2.43 41.10 0.00 56.01 2.42 ----- ---- ----- ----- ----- --- ---- ----- 2.42 41.20 0.00 56.00 2.40 ----- ----- ---- ----- -- ___ ____ ____ 2.40 41.30 0.00 56.00 2.37 --- ----- ----- ----- ----_ ----- ---- ~--- 2.37 41.40 0.00 55.99 2.34 - ---- ----- ----- --- --- __- ____ 2.34 41.50 0.00 55.99 2.31 ----- ----- ---- ---- ---_ ---- ----- --- 2.31 41.60 0.00 55.98 2.29 ---- ---- ----- ---- ----- -_- ---- ----- 2.29 41.70 0.00 55.98 2.26 -- ---- -- ---- -- _---- ---- 2.26 41.80 0.00 55.97 2.23 ----- ---- ---- ---- --- --- ----- -_-- 2.23 41.90 0.00 55.97 2.20 ----- ----- ~-- -- --- ---- ---- 2.20 ...End Reservoir Report Page Reservoir No. 1 - DETENTION POND Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known contour areas. Average end area method used. Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cult) - Total storage(cuff) 0.00 55.00 167,250 0 0 1.00 56.00 210,650 188,950 188,950 2.00 57.00 224,500 217,575 406,525 3.00 58.00 238,000 231,250 637,775 Culvert/Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 18.0 0.0 0.0 0.0 Crest Len It = 0.00 0.00 0.00 0.00 Span in = 18.0 0.0 0.0 0.0 Crest El.It = 0.00 0.00 0.00 0.00 No.Barrels = 1 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00 Invert El.It = 55.30 0.00 0.00 0.00 Weir Type = - - - - Length ft = 75.0 0.0 0.0 0.0 Multi-Stage = No No No No Slope% = 0.50 0.00 0.00 0.00 N-Value = .013 .000 .000 .000 Orit Coeff. = 0.60 0.00 0.00 0.00 Multistage = n/a No No No Exfiltration Rate = 0.00 in/hr/sgft Tailwater Elev.= 0.00 ft Note:All outflows have been analyzed under inlet and outlet control. Stage/Storage/Discharge Table Stage Storage Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 55.00 0.00 - - - - - - - - 0.00 1.00 188,950 56.00 2.39 - - - - - - - - 2.39 2.00 406,525 57.00 6.36 - - - - - - - - 6.36 3.00 637,775 58.00 10.53 - - - - - - - - 10.53 Hydrograph Summary Report Pagel Hyd. Hydrograph Peak Time Tkne to Volume Inflow Maximum Maximwn Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cts) (n in) (nun) (cult) (ft) (cuft) 1 SCS Runoff 73.67 6 810 926,377 — DEVELOPED CONDITIONS 2 Reservoir 10.33 6 1068 856,041 1 57.94 623,735 Proj. file: 1567.gpw Return Period: 100 yr Run date: 02-22-2002 Hydraflow Hydrographs by Intelisolve Hydrograph Report Page Hydraflow Hydrographs by Intelisolve Hyd. No. 2 Hydrograph type = Reservoir Peak discharge = 10.33 cfs Storm frequency = 100 yrs Time interval = 6 min Inflow hyd. No. = 1 Reservoir name = DETENTION POND Max. Elevation = 57.94 ft Max. Storage = 623,735 cult Storage Indication method used. outflow hydrograph volume=8W,041 cult Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C C1v D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 13.20 67.92 56.06 2.67 -- --- --- ---- ---- ---- _--- -_ 2.67 13.30 71.45 56.17 3.27 3.27 13.40 73.43 56.28 3.78 -- -- ----- --- ---- ---- ---- ----- 3.78 13.50 73.67 << 56.40 4.32 ___ _-_ ___ 4.32 13.60 73.04 56.51 4.76 ---- ----- ---- __- ---- -- -__ ___ 4.76 13.70 71.72 56.62 5.06 ----- ---- --- ----- ----- _-_ ___ 5.06 13.80 69.89 56.69 5.20 ----- ----- -- --- ---- ---- ---- ---- 5.20 13.90 67.76 56.84 5.38 _____ _____ 5.38 14.00 65.45 56.94 6.00 ___ ___ ___ ___-- ---- ----- ---- ----- 6.00 14.10 62.97 57.03 6.53 6.53 14.20 60.36 57.12 6.98 ----- ----- - ----- ----- ----- ---- ----- 6.98 14.30 57.63 57.20 7.38 --- ----- ---- --- ----- ---- ---- ---- 7.38 14.40 54.80 57.27 7.73 --- ---- - --- ----- ---- --- ---- 7.73 14.50 51.90 57.34 8.04 ----- ---- ----- ----- ----- ----- ----- ----- 8.04 14.60 48.92 57.41 8.33 --- --- --- ---- ----- --- ---- ---- 8.33 14.70 45.88 57.47 8.58 8.58 14.80 42.78 57.53 8.80 8.80 14.90 39.65 57.58 9.00 9.00 15.00 36.48 57.62 9.18 ---- ----- ---- --- --- ---- --- ----- 9.18 15.10 33.32 57.66 9.33 9.33 15.20 30.23 57.70 9.46 ---- --- ----- --- ---- ---- -- 9.46 15.30 27.28 57.73 9.57 ----- ---- ---- ----- ----_ ----- ----- ---_- 9.57 15.40 24.56 57.75 9.66 --- ---- ---- ___ __-- -__ -_- _--- 9.66 15.50 22.44 57.77 9.74 ---- ----- ----- __w ____ ___ __-- _-_ 9.74 15.60 20.97 57.79 9.81 ----- ----- ---- ---- ----- -- --- ---- 9.81 15.70 19.83 57.81 9.87 - 9.87 15.80 18.93 57.82 9.92 ----- ----- -- ----- ---- ---- ---- ---- 9.92 15.90 18.21 57.84 9.97 ----- 9.97 16.00 17.58 57.85 10.01 ---- ----- ---- --- ----- ---- ---- ----- 10.01 16.10 17.00 57.86 10.05 ---- ---- ----- - ____ ____ _M ___ 10.05 16.20 16.45 57.87 10.09 ----- ----- ----- ----- ----- ----- ---- 10.09 16.30 15.94 57.88 10.12 ---- ---- -- ----- ---- --- _--- ----- 10.12 16.40 15.45 57.89 10.15 10.15 16.50 14.98 57.90 10.18 10.18 16.60 14.52 57.90 10.20 10.20 16.70 14.08 57.91 10.23 --- --- ----- --- ---- ----- ---__ 10.23 16.80 13.66 57.92 10.24 ---- ----- ---- ---- ---- ----- -- ----- 10.24 16.90 13.25 57.92 10.26 10.26 Continues on next page... Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAR Outflow Mrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 17.00 12.86 57.92 10.28 ---- --- ___ _____ ____ __-- -____ __-- 10.28 17.10 12.48 57.93 10.29 ---- ---- ---- _____ _____ _____ -__ _ _ 10.29 17.20 12.12 57.93 10.30 -- -- ____ �_ �_ __� _____ __- 10.30 17.30 11.77 57.93 10.31 ---- --- -- ---- -- ----- ----- 10.31 17.40 11.44 57.94 10.31 ---- ----- __� ___- _____ __� _-� 10.31 17.50 11.12 57.94 10.32 ---- ----- --_- ----- ___ __� _____ _____ 10.32 17.60 10.81 57.94 10.32 ----- --- ---_ -__ _____ ____ ____ _�_ 10.32 17.70 10.51 57.94 10.33 ----- ----- ----- _--- ----- ----- ----_ ___ 10.33 17.80 10.23 57.94 << 10.33 --- ----- ---- --- ----- ----_ ____ M__ 10.33« 17.90 9.96 57.94 10.32 ----_ ----- -- -- ---- --_ -- -_-_ 10.32 18.00 9.69 57.94 10.32 --- --- -- ----- ---- -- ----- ----- 10.32 18.10 9.44 57.94 10.32 ---- ----- ----- ----- ----- -_--- ----- ---- 10.32 18.20 9.19 57.94 10.31 10.31 18.30 8.95 57.93 10.31 ----- ----- ----- --_ ---- ___ __-_ 10.31 18.40 8.73 57.93 10.30 ---- ----- ----- ----- ----- ----_ ___ -__ 10.30 18.50 8.51 57.93 10.29 ----- ----- --_ ---- _�_ _____ _�_ ___ 10.29 18.60 8.30 57.93 10.28 ----- ----- ---- ---- ---- ---- ----- ---- 10.28 18.70 8.10 57.92 10.27 ---- ----- ---- ---- ----- --_ ----- 10.27 18.80 7.91 57.92 10.26 ----- --- ---- ---- -- ---- ----_ ---- 10.26 18.90 7.73 57.92 10.24 ---- _--- ---- ---- ----_ _____ ____ -___- 10.24 19.00 7.56 57.91 10.23 -- ---- ---- -___ -___ __w _w ____ 10.23 19.10 7.40 57.91 10.22 - ----- --- ----- --- ----- ----- -- 10.22 19.20 7.24 57.90 10.20 --- ----- --- _M_ _�_ ___ ___-- 10.20 19.30 7.09 57.90 10.18 _---- ----- ----- ----- _-__ ____ ____ ___ 10.18 19.40 6.96 57.89 10.17 --_ ----- ---- ----- - ---- ----- ----- 10.17 19.50 6.83 57.89 10.15 ----- ----- ---- _____ w_ _ _-_ __-- 10.15 19.60 6.70 57.88 10.13 --- ---- ----- ---- ---_ �_ _--- 10.13 19.70 6.59 57.88 10.11 ----- ---_ ____ _� _� -__ __-- 10.11 19.80 6.48 57.87 10.09 ---- ---- ----- ----- ---- --- ---- ----- 10.09 19.90 6.37 57.87 10.07 --- --- ___ _____ -w - _-_-- ---- ----- 10.07 20.00 6.27 57.86 10.05 --- ----- ---- -- --- ---- ---- --- 10.05 20.10 6.18 57.85 10.03 ----- ----- ---- ----- --- ----- ----- ---- 10.03 20.20 6.09 57.85 10.01 ----- 10.01 20.30 6.01 57.84 9.99 9.99 20.40 5.93 57.84 9.97 ----- ----- ---- ----- -- --- ---- -- 9.97 20.50 5.85 57.83 9.94 ---- ----- ---- ---- ----- ---- ---- __-- 9.94 20.60 5.78 57.82 9.92 ---- ----- -- -_- .--_ ___ _____ --__ 9.92 20.70 5.71 57.82 9.90 --- ----- ----- _-- ----- ----- ---- 9.90 20.80 5.64 57.81 9.87 ---- --- ---- --- ----- --- ----- -- 9.87 20.90 5.58 57.80 9.85 9.85 21.00 5.52 57.80 9.83 --- ----- -- ----- ----- ----- ----- ---- 9.83 21.10 5.46 57.79 9.80 ---- _.-__ _w _____ ____ _--_- --- 9.80 21.20 5.40 57.78 9.78 ---- ----- ---- ----- -- ----- --_ ----- 9.78 21.30 5.34 57.78 9.75 ----- --- ---- ----- ----- ----- ----- ----- 9.75 21.40 5.28 57.77 9.73 ---- --- -- ----- ----- ---- ---- ---- 9.73 21.50 5.22 57.76 9.70 ---- ---- ---- ----- ----- --- ----- ---- 9.70 21.60 5.17 57.76 9.68 --- --- --- -- _- ----- ---- ----- 9.68 21.70 5.11 57.75 9.65 ---- ---- ----- -----. ----- --- _---_ ---- 9.65 21.80 5.05 57.74 9.63 ---- --- ----- ----- ----- ---- ---- ---- 9.63 21.90 4.99 57.73 9.60 --- ----- ----- ----- -- ----- 9.60 22.00 4.93 57.73 9.57 -- ---- ---- _--- - ___ ____ _____ 9.57 Continues on next page... Page 3 Hydrograph Discharge Table Time Inflow ' Elevation Clv A CIv B Clv C Clv D Wr A Wr B Wr C Wr D. EAR Outflow (hrs) cfs ft cfs cfs cfs cfs cfs efs cfs efs cfs cfs 22.10 4.89 57.72 9.55 -- --- ---- ----- --- --- ---- ---- 9.55 22.20 4.85 57.71 9.52 ----- ----- - -__ -- -- ----- -- 9.52 22.30 4.80 57.70 9.49 ---- --- ---- --_-- ----- ----- ----- ---- 9.49 22.40 4.76 57.70 9.47 --- ----- ---- ----- __- ___ _____ _-_ 9.47 22.50 4.72 57.69 9.44 ---- ---- --_ ----- -_ _____ _-_- ----- 9.44 22.60 4.69 57.68 9.41 ----- ---- ----- ----- --- ----- --- ----- 9.41 22.70 4.65 57.68 9.38 ----- -__ ___ _-_ _____ ___ _- _- 9.38 22.80 4.62 57.67 9.36 ----- ----- ___ ___ �_ _____ _- _w_ 9.36 22.90 4.58 57.66 9.33 --- ----- ---- ----- ----- ---- ---- ---- 9.33 23.00 4.55 57.65 9.30 ----- ----- --- ----- --- --- ----- -- 9.30 23.10 4.52 57.65 9.27 ---- --- ----- ---- ----- ----- -- -- 9.27 23.20 4.49 57.64 9.24 --- ---- --- --_ ---- ---_ --- ----- 9.24 23.30 4.47 57.63 9.22 -- --- -- ----- ---- ---_ ___ ____ 9.22 23.40 4.45 57.62 9.19 ---- ----- ----- --- --- ---- ----- ---- 9.19 23.50 4.40 57.62 9.16 --- ---- --- ---- -- ---- --- --- 9.16 23.60 4.36 57.61 9.13 ---- --- ----- ____ -_ ___ w_ ___ 9.13 23.70 4.31 57.60 9.10 --- ---- ----- -__ _____ _-_ ___ 9.10 23.80 4.27 57.59 9.07 ---- ----- ----- --- --- -_-- _-- ---- 9.07 23.90 4.23 57.59 9.04 --- ----- --_ -- ----- ----- ----- ---- 9.04 24.00 4.18 57.58 9.01 ----- ---- ----- ----- --- --- --- 9.01 24.10 4.12 57.57 8.98 -- ----- --- -- ___ __- -_ ___ 8.98 24.20 4.05 57.56 8.95 ---- -- --- ----_ -_-- ----- -- --- 8.95 24.30 3.96 57.56 8.92 ----- ----- ---- ----- ----- ---- ---- ----- 8.92 24.40 3.86 57.55 8.89 ---- ----- --- -- -- __- ---- - 8.89 24.50 3.75 57.54 8.86 - -- ----_ --- ----- ----- ---- --- 8.86 24.60 3.62 57.53 8.83 --- ---- ----- --- ----- ---- --- ---- 8.83 24.70 3.48 57.52 8.80 ---- -- ----- ___-- ---- ----- -- ---_ 8.80 24.80 3.33 57.52 8.76 --- ---- ---- ----- ---- ---- --- -- 8.76 24.90 3.16 57.51 8.73 -- ----- -- -- ---- ---- ----- ---- 8.73 25.00 2.98 57.50 8.70 -- -- ----- --- -- -- ----- _-- 8.70 25.10 2.79 57.49 8.66 ----- ---- --- -_-- ----- ----- ----- ----- 8.66 25.20 2.58 57.48 8.62 ---- --- ----- ---- --- ----- ---- ----- 8.62 25.30 2.37 57.47 8.58 ---- ----_ ----- --- --- --_-- ---- -- 8.58 25.40 2.14 57.46 8.54 -- -- ----- ----- ---- ----- ---- ---- 8.54 25.50 1.92 57.45 8.50 ----- -- --- -- -_- -- --- --- 8.50 25.60 1.72 57.44 8.45 ----- ---- ----- ---_ _ ___ _____ --__ 8.45 25.70 1.53 57.43 8.41 ----- ----- --- _- _--- ---- ----- 8.41 25.80 1.36 57.42 8.37 ----- ----- ---- --- ----- ---- --_ ----- 8.37 25.90 1.19 57.41 8.32 --- ----- -_-- ---- ----- ---_ ---- -- 8.32 26.00 1.04 57.40 8.27 ---- ----- .-.__ -_ ____ __ _ _ �_ 8.27 26.10 0.90 57.39 8.22 --- ---- ----- ---- ----- ---_ ----- ---- 8.22 26.20 0.77 57.37 8.17 ----- ---- ----- ----- ----- ---- ----- ---- 8.17 26.30 0.65 57.36 8.12 ---- ----- ----- ----- ----- ----- ----- ----- 8.12 26.40 0.54 57.35 8.07 ----- ----- ----- --_ ____ ___ ____ 8.07 26.50 0.44 57.34 8.02 ---_ -_ -_ -_ -__-- __-- _-- ----- 8.02 26.60 0.35 57.33 7.97 ----- ----- ---- ----_ -__ _____ _____ 7.97 26.70 0.27 57.32 7.92 --- ---- ---- ----- ---- ----_ - _--- 7.92 26.80 0.20 57.30 7.87 ----- ----- ----- ----- ----- --- --- 7.87 26.90 0.14 57.29 7.81 ---- --- --- ---- -- ----- ---- --_ 7.81 27.00 0.09 57.28 7.76 --_ _w _ - _____ ____ ____ _____ ----- 7.76 27.10 0.06 57.27 7.70 -- -_-- ---- _- _-_ _____ ___ 7.70 Continues on next page... Page 4 Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Clv C CIv D Wr A Wr B Wr C Wr D Exfl Outflow (hrs) efs ft ds cfs efs cfs cfs cfs cfs cfs efs cfs 27.20 0.03 57.26 7.65 -- --- -__ _____- ----- --- ---- ----- 7.65 27.30 0.01 57.24 7.59 ----- ----- ----- ---_- ---- --_- ---- 7.59 27.40 0.00 57.23 7.54 ---- ---__ ---- -- ----- ----- ---- --_- 7.54 27.50 0.00 57.22 7.48 --- ---_- -- ----- ___ __- ____ _--_ 7.48 27.60 0.00 57.21 7.43 ---- --- ----- -- ---- ---- ---- ---- 7.43 27.70 0.00 57.20 . 7.38 --- --- ---- ----- ---- ---- --- 7.38 27.80 0.00 57.19 7.32 ----- ---- --- ---- --- ---- --- ----- 7.32 27.90 0.00 57.17 7.26 ----- ----- ----- ---- ----- --- ----- --- 7.26 28.00 0.00 57.16 7.21 -- ---- --- ----- ----- ___ _- _- 7.21 28.10 0.00 57.15 7.15 ---- ---- ---- ---- -- ----- ----- ---- 7.15 28.20 0.00 57.14 7.10 ---- ---- ----- --- -- ----- _---- ---- 7.10 28.30 0.00 57.13 7.04 ---- ----- _____ _- ____ --- -___ 7.04 28.40 0.00 57.12 6.99 -- ---- ---- --- ----_ ----- --- ---- 6.99 28.50 0.00 57.11 6.94 ----- ----- --- ----- ---- ----- '__- --__" 6.94 28.60 0.00 57.10 6.88 -- ---- ----- ---- --- ---- --- ----- 6.88 28.70 0.00 57.09 6.83 ----- ----- --- ---- ----- ---- -_--_ - 6.83 28.80 0.00 57.08 6.77 ----- - -- --- ---_ ---_ ---- ---- 6.77 28.90 0.00 57.07 6.71 --- ---- --_ ---- __- __-- - - 6.71 29.00 0.00 57.06 6.66 -- ----- ----- -- ---- _-_ ____ _-- 6.66 29.10 0.00 57.05 6.60 -- -__ -__ ____ _____ ---- -- ----- 6,60 29.20 0.00 57.03 6.55 --- -- ---- --- -- -- --- ---- 6.55 29.30 0.00 57.02 6.50 --- ----- --- ----- -- ___ ____ 6.50 29.40 0.00 57.01 6.44 ----- ----- ----- -__ ___ ____- ____- __-- 6.44 29.50 0.00 57.00 6.39 ----- ---- -- -- ----- ___- ----- _____ 6.39 29.60 0.00 56.99 6.33 ---- ---- --- ---- ---- --- ---- --_ 6.33 29.70 0.00 56.98 6.27 ---- ----- ----- ----- ---- ----- --- --- 6.27 29.80 0.00 56.97 6.21 --- -- ----- ----- ----- --_-- --- ---- 6.21 29.90 0.00 56.96 6.15 . -- ----- ___ _ __ ____ ____- __-- --.-- 6.15 30.00 0.00 56.95 6.09 ----- ---- ----- ----- __- -__ -__ ___- 6.09 30.10 0.00 56.94 6.03 ----- --_-- ----- ----- ---- ----- ----- ----- 6.03 30.20 0.00 56.93 5.98 ----- ----- ---- ----- ----- --- --- ___-- 5.98 30.30 0.00 56.92 5.92 ---- ----- ----- ---- ---- ---- ----- ----- 5.92 30.40 0.00 56.91 5.86 ----- --- ----- ---- ---- ----- -___ ___ 5.86 30.50 0.00 56.90 5.81 ---- --- ---- ---- --_- --__- ----- ----- 5.81 30.60 0.00 56.89 5.75 ----- -- ---- --_ ----- ___ _- __-- 5.75 30.70 0.00 56.89 5.69 ----- ----- ----- ---- ---- --- ----- ----- 5.69 30.80 0.00 56.88 5.63 -- - ----- ----- ---- ---- ---- --- 5.63 30.90 0.00 56.87 5.57 ---- ----- __- _____ _____ __-- -____ __-- 5.57 31.00 0.00 56.86 5.51 -- -- ----- ---- -__ _____ ____- _-- 5.51 31.10 0.00 56.85 5.45 ----- --- ----- ---- ---- _---- ---- ____ 5.45 31.20 0.00 56.84 5.39 ----- ----- ----- ----- --- ----- ---- --- 5.39 31.30 0.00 56.83 5.34 ---- ----- --- ---- ---- -- -- --- 5.34 31.40 0.00 56.82 5.28 ----- --- ----- ----- ----- ---_ --- ----- 5.28 31.50 0.00 56.70 5.22 ----- ----- ----- ---- ---- _---- -'- __-__ 5.22 31.60 0.00 56.67 5.17 ----- --- _-__ -__ -__ -__ __-- _-- 5.17 31.70 0.00 56.66 5.14 ----- ----- _---- ----_ --- -- -- ____ 5.14 31.80 0.00 56.66 5.15 ----- ----- ----- ----- ----- ----- -__ ___ 5.15 31.90 0.00 56.67 5.16 ----- ----- ----- ---- ---- --_ - ---- 5.16 32.00 0.00 56.67 5.17 ----- ----- --- ----- --__ _____ _____ __-- 5.17 32.10 0.00 56.67 5.17 ----- -- ----- ---- ---- -_-- ---- ---- 5.17 32.20 0.00 56.68 5.18 ----- ----- ----- ---- ---- ----- ----- --- 5.18 Continues on next page... Page 5 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exf l Outflow (hrs) cfs ft cfs cfs cfs cfs cfs efs efs cfs eft cfs 32.30 0.00 56.68 5.19 ----- -- ----- ----- -- --- ---- 5.19 32.40 0.00 56.69 5.20 ----- ---- ---- ----- ---- --- "'-- ---- 5.20 32.50 0.00 56.69 5.21 ----- --- -- ----- -_ ___ _-__ -_ 5.21 32.60 0.00 56.69 5.21 ----- --- --_ _____ ___-_ -_--- _-- ----- 5.21 32.70 0.00 56.70 5.22 -- ----- --__ ___ _-_ -__ __-_ _-- 5.22 32.80 0.00 56.70 5.23 ---- ----- ----- ---- _---_ ----- ____ -_-- 5.23 32.90 0.00 56.69 5.22 ----- -- ----- ---- ---- ____ ___ ___ 5.22 33.00 0.00 56.68 5.20 ---- --- ----- ---_ ----- ----- ----- 5.20 33.10 0.00 56.68 5.18 --- --- ----- ----- ----- ----- ---- 5.18 33.20 0.00 56.67 5.16 --- -- -- ----- _-_ ____ _- ____ 5.16 33.30 0.00 56.66 5.14 ----- ---- ----- ---- --- ---- --- -- 5.14 33.40 0.00 56.65 5.12 ----- ---- ---- ---- ----- --- ----- --- 5.12 33.50 0.00 56.64 5.10 -- --- _- _-_ -_ -__ _____ -___ 5.10 33.60 0.00 56.63 5.08 ----- ---- ----- ----- ---- ----- ---- ---- 5.08 33.70 0.00 56.62 5.06 ---- --- -- -- _- __--_ ___ M_' 5.06 33.80 0.00 56.62 5.04 --- ----- ----- ----_ ____ __-__ ---_ _---- 5.04 33.90 0.00 56.61 5.02 ----- --- ----- ---- ----- ----- ---- 5.02 34.00 0.00 56.60 5.01 ---- ----- -- --- _____ _- _____ ____ 5.01 34.10 0.00 56.59 4.98 --- --- ---- ----- --- ----- ---- 4.98 34.20 0.00 56.58 4.98 ----- ---- ----- _--- ----- -- --__ ____- 4.96 34.30 0.00 56.58 4.94 --- ---- ---_ ---- ---- _- ____ --- 4.94 34.40 0.00 56.57 4.91 ---- ----- --_ _____ _-_ ____ _-- ----- 4.91 34.50 0.00 56.56 4.89 --- -- --- ___ -- __-- __- --- 4.89 34.60 0.00 56.55 4.87 ----- ----- ----- _- ---- ___ -_ ___ 4.87 34.70 0.00 56.54 4.84 ----_ --- ---- --- --- ---- ---- --- 4.84 34.80 0.00 56.53 4.82 ----- ---_ --- ---- --- ----- - 4.82 34.90 0.00 56.53 4.80 ---- ---- --- --- --- --- ----- ---- 4.80 35.00 0.00 56.52 4.78 ---- --- ----- --_ ----- ----- ---- 4.78 35.10 0.00 56.51 4.75 ----- ----- ----- -- ---__ _____ _� _-_ 4.75 35.20 0.00 56.50 4.73 --- ---- ----- ----- ----- --_ ----_ 4.73 35.30 0.00 56.50 4.70 --- -- ----- ---- ---- ----- ----- ----- 4.70 35.40 0.00 56.49 4.67 -- --- ----- --- --- ____ -__ _- 4.67 35.50 0.00 56.48 4.64 -- ----- ----- ---_ _____ _____ _-_- ___-- 4.64 35.60 0.00 56.47 4.61 -- ----- ---- -_ ___ ____ -_ -__- 4.61 35.70 0.00 56.46 4.59 ----- ----- ----_ ____ ____ ___ _-_ -- 4.59 35.80 0.00 56.46 4.56 --- ----- --- ---- --- -- ---- ----- 4.56 35.90 0.00 56.45 4.53 --- ----- ---- --_ _- _____ _____ _____ 4.53 36.00 0.00 56.44 4.50 --_ ---- ----- -__ _- --- ----- ---- 4.50 36.10 0.00 56.43 4.47 ----- ----- -_-- --__ __- --- __-- ----- 4.47 36.20 0.00 56.43 4.44 -_- ----- _-_ -__ ___ __- _____ ----- 4.44 36.30 0.00 56.42 4.41 -- ----- ---- ____ ____ _____ -_ -_--- 4.41 36.40 0.00 56.41 4.38 ---- ----- __- ___ ____ -__ -__ - 4.38 36.50 0.00 56.41 4.36 -- -- -- ----- --- ---- ----- ---- 4.36 36.60 0.00 56.40 4.33 ----- ----- --- ____ _____ _____ ____ _- 4.33 36.70 0.00 56.39 4.29 --- ----- ---- ---- ---- --- ---- ---- 4.29 36.80 0.00 56.38 4.26 ----- ----- ----- ---- ----- ----- ---- ----- 4.26 36.90 0.00 56.38 4.22 ----- ---- ---- ---- ---- _- ---- __- 4,22 37.00 0.00 56.37 4.19 ----- ----- --- --__ -_ _____ -_ ----_ 4.19 37.10 0.00 56.36 4.16 ---- --- ---- ---- ---- ----- -- ---- 4.16 37.20 0.00 56.36 4.12 --- -- ----- ----- ----- -__ ----- 4.12 37.30 0.00 56.35 4.09 ---- -- ---- --_ _�_ _- ___ _____ 4.09 Continues on next page... Page 6 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exf l Outflow (hrs) cfs ft cfs cfs cfs efs cfs cfs cfs cfs cfs efs 37.40 0.00 56.34 4.06 -- ---_ ----- --_. -____ ----- ---- ---- 4.06 37.50 0.00 56.34 4.03 4.03 37.60 0.00 56.33 4.00 ----- ----- ----- --- -___ _____ _____ _-- 4.00 37.70 0.00 56.32 3.96 -- --- ___ ___ _____ _____ _____ _-_-- 3.96 37.80 0.00 56.32 3.93 ----- ---- --- ----- -- -- --- ----- 3.93 37.90 0.00 56.31 . 3.90 ---- ----- ----- ---- --~ --- -- ----- 3.90 38.00 0.00 56.30 3.87 -- _--- ----- ----- ----- ----- ---- 3.87 38.10 0.00 56.30 3.84 -- ----- ----- _---_ ----- ----- ___ ___ 3.84 38.20 0.00 56.29 3.82 --- ---- --- --_- - ____ ~__ ~_- 3.82 38.30 0.00 56.28 3.79 ----- ----_ _____ ____ __.-_ ----- ----- --- 3.79 38.40 0.00 56.28 3.77 --- ---- ----- ---- ---- --~ ---- 3.77 38.50 0.00 56.27 3.74 ---- ----- ----- ---- ~-- ----- --- 3.74 38.60 0.00 56.27 3.72 ----- ----- --- ---_ ____ _-- ~_ __--- 3.72 38.70 0.00 56.26 3.69 ----- ---- --- ----- _--__ ___ ____ _~ 3.69 38.80 0.00 56.25 3.67 ----- ----- ---- ---- ----- ----- --~ ----- 3.67 38.90 0.00 56.25 3.64 ----- ----- --- ----- ----- --__ __-- --- 3.64 39.00 0.00 56.24 3.62 - - --- ----- ----- --- --~ ---- ---- 3.62 39.10 0.00 56.24 3.59 -- -- ~-- ~- --~ ----- ---- --- 3.59 39.20 0.00 56.23 3.57 ----- ---- ---- ----- --~ ---- ----- 3.57 39.30 0.00 56.22 3.54 ----- ----- ---- ---- ----- ----- _-- _~ 3.54 39.40 0.00 56.22 3.52 -- -- -- ---- ___ ____ __ __ ____ 3.52 39.50 0.00 56.21 3.50 ----- ----- ----- -_ _~_ _-- __-- ___-- 3.50 39.60 0.00 56.21 3.47 ---- --- ----_ ----- _� ____ ___ __-- 3.47 39.70 0.00 56.20 3.45 ----- --- ----- ---- ----_ ____ _____ _____ 3.45 39.80 0.00 56.19 3.42 ----- ---- ---- ----- ---- --- ---- ----- 3.42 39.90 0.00 56.19 3.39 ----- ---- --- --~ --~ --- ---- 3.39 40.00 0.00 56.18 3.35 ---- -~ ---- ---- ---- ---- ----_ ____ 3.35 40.10 0.00 56.18 3.32 -- ---- ----- -- _-__ ~_ ~__ _~- 3.32 40.20 0.00 56.17 3.29 ---- ---- ___ ~__ _____ __-- __-- ---- 3.29 40.30 0.00 56.17 3.26 ----- ---- ----- ----- _~ - -- ----- 3.26 40.40 0.00 56.16 3.23 -- - ----- ----- -~- --- ---- ---- 3.23 40.50 0.00 56.16 3.20 ----- -- ---- ---- -___ _~ ~__ ___ 3.20 40.60 0.00 56.15 3.17 -- ----- ----- ----- ----- --- ----- ---- 3.17 40.70 0.00 56.15 3.14 -- ---- --__ ~__ -__ _~_ _~_ ____ 3.14 40.80 0.00 56.14 3.11 -- ----- ____ ____ _~ ___ ____ ____ 3.11 40.90 0.00 56.14 3.08 ----- ---- -- ----- ----- --- ---- --~ 3.08 41.00 0.00 56.13 3.05 ----- ----- ---- -- ____ ~__ __ _ ____ 3.05 41.10 0.00 56.13 3.02 ----- ----- ---- ----- -~ ----- ~-- ---- 3.02 41.20 0.00 56.12 2.99 ---_- __-__ ___ _____ -__ _____ _____ __-- 2.99 41.30 0.00 56.12 2.96 ----- ----- _,__ -__ -__ ~__ ___ _____ 2.96 41.40 0.00 56.11 2.93 ---- ---- ----- ----- ~- ----- -~' 2•93 41.50 0.00 56.11 2.90 ----- --- ---- ----- ----- ----- _---_ 2.90 41.60 0.00 56.10 2.88 ----- ----- ~-- ---_ ---- ---- ---- ----- 2.88 41.70 0.00 56.10 2.85 _- ----- 2.85 41.80 0.00 56.09 2.83 --- ----- ---- ---- ---- ---- ----- ---- 2.83 41.90 0.00 56.09 2.81 ----- ----- ~-- ----- - ----- -'--- 2.81 42.00 0.00 56.08 2.78 -- --- ---- --- --~ ---- -~- ---- 2.78 42.10 0.00 56.08 2.76 ---- ----- ----- ----_ --~ ----- ---- ----- 2.76 42.20 0.00 56.07 2.74 ---- ---- ----- ---- ---- ----- ---- 2.74 42.30 0.00 56.07 2.72 ---- ----- --- ---- ----- ----- ----- 2.72 42.40 0.00 56.06 2.70 ----_ ~_ ~- _-__ _-- ----- ----- ---- 2.70 Confinues on next page... Page 7 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Ell Outflow (hrs) cfs ft cfs efs cfs efs efs cfs efs cfs cfs ds 42.50 0.00 56.06 2.68 ----- ---- ---- ---- ----- —_-- -- ---- 2.68 42.60 0.00 56.06 2.66 ---_ ----- ___ _� ___ _____ �__ ___ 2.66 42.70 0.00 56.05 2.64 ----- --_— _-_-- ----- --- ---- ---- 2.64 42.80 0.00 56.05 2.61 ---- ----- ----- ----- ----- ----- ---- ----- 2.61 42.90 0.00 56.04 2.59 ---- ----- --- ----- --- ----- ----- ---- 2.59 ...End Reservoir Report Page 1 Hydraflow Hydrographs by Intelisolve Reservoir No. 1 - DETENTION POND Pond Data Pond storage is based on known contour areas. Average end area method used. Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cult) Total storage(cuft) 0.00 55.00 167,250 0 0 1.00 56.00 210,650 188,950 188,E 2.00 57.00 224,500 217,575 406,525 3.00 58.00 238,000 231,250 637,775 Culvert/Orifice Structures Weir Structures [A] [Bl [C] ID] [A] [B] [C] [D] Rise in = 18.0 0.0 0.0 0.0 Crest Len It = 0.00 0.00 0.00 0.00 Span in = 18.0 0.0 0.0 0.0 Crest El.ft = 0.00 0.00 0.00 0.00 No.Barrels = 1 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00 Invert El.It = 55.30 0.00 0.00 0.00 Weir Type = - - - - Length ft = 75.0 0.0 0.0 0.0 Multistage = No No No No Slope% = 0.50 0.00 0.00 0.00 N Value = .013 .000 .000 .000 Orif.Coeff. = 0.60 0.00 0.00 0.00 Multistage = n/a No No No Exfittration Rate = 0.00 in/hr/sqft Taftimter Elev.= 0.00 ft Note:All outflows have been analyzed under inlet and outlet control. Stage/Storage/Discharge Table Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 55.00 0.00 - - - - - - - - 0.00 1.00 188,950 56.00 2.39 - - - - - - - - 2.39 2.00 406,525 57.00 6.36 - - - - - - - - 6.36 3.00 637,775 58.00 10.53 - - - - - - - - 10.53 T'/PE: CATALOG #: IRA a F"ANN fJUN� DESCRIPTION SPECIFICATION FEATURES McGraw-Edison's Galleria Flat A Housing D Reflector Glass combines beauty and Formed aluminum housing Spun and stamped aluminum versatile to make it an . versatility with stamped reveal has reflector in vertical lamp units, f � excellent choice for architects, interior-welded seams for or hydroformed anodized {{ specifiers and contractors in structural integrity and is aluminum reflector in { today's energy-and design- finished in polyester powder horizontal lamp units. conscious environment.An coat.U.L. 1572 listed and CSA Rotatable optics standard. aesthetic reveal in the formed certified for wet locations. , aluminum housing gives the IE --Door Galleria a distinctive look while 3...Ballast Tray Formed aluminum door has a variety of mounting options Ballast tray is hard-mounted to heavy-duty hinges,captive and lamp wattages provide housing interior for cooler retaining screws and is Y maximum flexibility. operation. finished in polyester powder (GLGAL.L.ERIA APPLICATION coat.(Spider mount unit has FLAT GLASS �- Ballast steel door.) �a Long-life core and coil ballast. The Galleria achieves superior F •Lens light distribution by utilizing a Flat tempered glass lens. seamless reflector system, making it the optimum choice f 4 00 _ 1 ® 00 99 for almost any small or medium f area lighting application. High Pressure Sodium Metal Halide ARCHITECTURAL AREA LUMINAiRE A.............__._... 11 1` C1 OF Z) DIMENSIONS Fixture A B C D E F G _ Large(in.) 14 1/2 3/4 3 1/4 25 7/8 27 6 or 14 18 3/4 or 19 3/4 (mm) 368 19 83 657 686 152 or 356 476 or 502 - p— Arm Mount Spider Mount A I B� IA C L I ENERGY DATA CWA Ballast Input Watts i G 40OW HPS HPF(465 Watts) D 1 — 40OW MH HPF(455 Watts) E LE—IF E 1000W HPS HPF(1100 Watts) 1000W MH HPF(1080 Watts) COOPER LIGHTING ADH992013 � � QLGALLERIA FLAT GLASS PHOTOMETRICS 4 4 -� Footcandle Table 3 j 1 3 Select mounting height and read across for footcandle values of each isofootcandle line.Distance in units of j mountin het ht. F--r- 2 2 Mounting Footcandle Values for Height Isofootcandle Lines '1 1 A B C D E j I 30' 3.40 1.70 0.85 0.43 0.17 ' A B CID E 0 I A B C.D E 1 0 35' 2.60 1.30 0.65 0.32 0.13 - 40' 2.00 1.00 0.50 - 0.25 0.10 j 45' 1.58 0.79 0.40 0.19 0.08 1 1 I 50' 1.28 0.64 0.32 0.16 0.06 2 I 2 3 I 3 I I 14 4 5 4 3 2 1 0 1 2 3 4 5 5 4 3 2 1 0 1 2 3 4 5 GLA911XXARFG GLA912XXARFG 1000-Watt MH 1000-Watt HPS 110,000-Lumen Clear Lamp(Reduced Envelope) 140,000-Lumen Clear Lamp(Reduced Envelope) MOUNTING VARIATIONS l Z% Ski a ffi Post-Top Direct Mount Arm Mount Direct Mount Arm Mount Arm Mount Arm Mount Arm Mount Arm Mount Single Single 2 @ 180" 2 @ 180" 2 @ 90' 3 @ 120" 3 @ 9o" 4 @ 90" ORDERING INFORMATION (Requires 14"Arms)(Requires 14"Arms) (Requires 14"Arms) (Requires 14"Arms) SAMPLE NUMBER: GLA2522920FG Tr, L Product Mounting Lamp VoltageFDistribution'1 Lens Type' Options(add as suffix) Accessories larder separately) Family Method Wattage 120V I I FG=Flat Glass F=Single Fuse(120,277 or 347V) MA1004=14"Arm for Square Pole.1.0 EPA •G=Galleria A=Arm' 40=400W208V FF=Double Fused(208,240 or 480V) MA1005=6"Arm for Square Pole.0.5 EPA B=Spider 1 91=1000W I 240V (Horizontap EM=Quartz Restrike with Delay(Also MA7006=Direct Mount Kit for Square Pole Housing Size for 2 3/8" 4=277V 2D=Type II Strikes at Cold Sart) MA1007=14"Arm for Round Pole.1.0 EPA L=Large O.D. Lame 5=480V MCO R=NEMA Twistlock Photocontrol MA1008=6"Arm for Round Pole.0.5 EPA tenon T/Pe' 9=Multi- (Horizontal) Receptacle MA1009=Direct Mount Kit for Round Pole C=Spider 1=MH Tap 3D=Type III Q=Quartz Restrike(Hot Restrike Only) MA1010=Single-arm Tenon Adapter for for 3 1/2" 2=HPS wired MCO HS=House Side Shield 3 1/2.O.D.Tenon O.D. 277V 4 (Horizontal) VS=Vandal Shield(Arm Mount Only, MA1011=2 @ 180"Tenon Adapter for tenon Ballast Type - 6--Triple- FT=Forward Throw 40OW Maximum) 3 1/2"Tenon 2-CWA Tap (Horizontal) L=Lamp Included . MA1012=3 @ 120'Tenon Adapter for wired AR=Area Round 3 1/2.O.D.Tenon 347V' (Vertical)• MA1013=4 @ 90•Tenon Adapter for 3 1/2"O.D.Tenon Catalog Lamp Lamp Ballast Type/ Input Net Wt. Shipping MA1014=2 @ 90'Tenon Adapter for Number Wattage Type/Base Power Factor Voltage Size EPA Watts (Ibs.) Volume(cu.ft.) 3 1/2"O.D.Tenon Arm Mount(Order arm separately) MA1015=2 @ 120•Tenon Adapter for GLA40129XXFG 400 MH/Mogul CWA Multi-Tap Large 3.9 455 71 13.7 3 1/2'O.D.Tenon GLA91129XXFG 1000 MH/Mogul CWA Multi-Tap Large 3.9 1080 86 13.7 MA1016=3 @ 90'Tenon Adapter for GLA40229XXFG 400 HPS/Mogul CWA Multi Tap Large 3.9 465 - 13.7 3 1/2'O.D.Tenon MA1029=Wall bracket with 10"Arm(Specify Color) GLA91229XXFG 1000 HPS/Mogul CWA Multi-Tap Large 3.9 1100 88 13.7 MA1062=House Side Shield(Field Installed) Spider Mount(For 2 3/8"O.D.tenon) OA1016=Photocontrol-Multi Tap GLS25129XXFG 400 MH/Mogul CWA Multi-Tap Large 3.9 455 66 13.7 OA1027=Photocontrol-480V GLB40129XXFG 1000 MH/Mogul CWA Multi-Tap Large 3.9 1080 81 13.7 OA1 201=Photoelectric Control,347V NEMA Type GLB25229XXFG 400 HPS/Mogul CWA Multi Tap Large 3.9 465 73 13.7 GLB40229XXFG 1000 HPS/Mogul CWA Multi-Tap Large 3.9 1100 83 13.7 Spider Mount(For 3 1/2'0.D.tenon) GLC25129XXFG 400 MH/Mogul CWA Multi-Tap Large 3.9 455 68 13.7 GLC40129XXFG 1000 MH/Mogul CWA Multi-Tap Large 3.9 1080 83 13.7 GLC25229XXFG 400 HPS/Mogul CWA Multi-Tap Large 3.9 465 75 13.7 Colors(add as suffix) GLC40229XXFG 1000 HPS/Moqul CWA Multi-Tap Large 3.9 1100 85 13.7 _=Bronze(standard) NOTES: Arm not included.See accessories. AP=Grey 'All lamps are mogul base.Lamps are not included. BI(=Black 'Product also available in non-US voltages and 50Hz for international markets.Consult factory for availability and ordering information. WH=White •Multi-Tap ballast is 120/208/240/277V wired 277V.Triple Tap ballast is 120/277/347V wired 347V. Designate distribution by changing 9th and 10th digits. °1000W MH and HPS require reduced envelope lamp. 'Reduced envelope lamp required for AR. • NOTE:Specifications and dimensions subject to change without notice. 0 Visit our web site at www.cooperlighting.com MODEM Lighting Customer First Center 1121 Highway 74 South Peachtree City,GA 30269 770.486.4800 FAX 770.486.4801 ADH992013 TYPE: CATALOG #: -M cG RAW—E DRSk0N® 1 • DESCRIPTION SPECIFICATION FEATURES McGraw Galleria Flat A---Housing 3D--Reflector Glass combines beautyand Formed aluminum housing Spun and stamped aluminum versatility to make it an with stamped reveal has reflector in vertical lamp units, �\ excellent choice for architects, interior-welded seams for or hydroformed anodized specifiers and contractors in structural integrity and is aluminum reflector in today's energy-and design- finished in polyester powder horizontal lamp units. conscious environment.An coat. U.L. 1572 listed and CSA Rotatable optics standard. 'r �y aesthetic reveal in the formed certified for wet locations. aluminum housing gives the E---Door Galleria a distinctive look while B-.-Ballast Tra-y Formed aluminum door has a variety of mounting options Ballast tray is hard-mounted to heavy-duty hinges,captive and lamp wattages provide housing interior for cooler retaining screws and is maximum flexibility. operation. finished in polyester powder GMGALLERIA APPLICATION coat.(Spider mount unit has FLAT GLASS C --Ballast steel door.) Long-life core and coil ballast. The Galleria achieves superior F...Lens light distribution by utilizing a Flat tempered glass lens. seamless reflector system, making it the optimum choice 1 7 5 - 1 ® 0 ® W for almost any small or medium area lighting application. High Pressure Sodium Metal Halide ARCHITECTURAL AREA LUMINAIRE 11 i ❑ __---__------____- -. .............. _.___"._---_.................___._.._._---- _" ._..._ 0 DIMENSIONS Fixture A B C D E F G Medium(in.) 11 3/4 1 1/2 19 1/4 21 3/4 6 or 14 15 or 16 (mm) 279 19 38 480 552 152 or 356 381 or 406 Arm Mount Spider Mount ENERGY DATA A I ❑ CWA Ballast Input Watts 8 A 175W MH HPF(210 Watts) ' 250W MH HPF( 0 Watts) C L (3 � I 250W HPS HPF(300 Watts) --�- 400W MH HPF(455 Watts) D 1 I 400W HPS HPF(465 Watts) .—d G E 100oW HPS HPF(1080 Watts) E F E 1000W HPS HPF 0100 Watts) ti cooQ� 1f;1/1 ADH992011 7 R L7GE�1Ta419bn SF„Z\ Z_ GMGALLERIA FLAT GLASS . ♦ �` PHOTOMETRICS 4 4 3 3 ' 2 I I I 1 1 A B CD E pCD I DIE 10 1 1 I 2 2 !3 I 3 q 4 5 4 3 2 1 0 1 2 3 4 5 5 4 3 2 1 0 1 2 3 4 5 GMA401XXARFG GMA401XXARFG 400-Watt MH 400-Watt MH 36,000-Lumen Clear Lamp 36,000-Lumen Clear Lamp Mounting Height-30' Mounting Height-35' Footcandle Table Footcandle Table Select mounting height and read across for footcandle Select mounting height and read across for footcandle values of each isofootcandle line.Distance in units of values of each isofootcandle line.Distance in units of mounting height. mounting height. Mounting Footcandle Values for Mounting Footcandle Values for Height Isofootcandle Lines Height Isofootcandle Lines A B C D E A B C D E 25' 2.88 1.44 0.72 0.36 0.14 25' 2.94 1.96 0.98 0.49 0.19 30' 2.00 1.00 0.50 0.25 0.10 30' 2.04 1.36 0.68 0.34 0.13 35' 1.46 0.73 0.37 0.18 0.07 35' 1.50 1.00 0.50 0.25 0.10 40' 1.12 0.56 0.23 0.14 0.06 40' 1.44 0.76 0.38 0.38 0.08 MOUNTING VARIATIONS tt I T U � -t: Post-Top Direct Mount Arm Mount Direct Mount Arm Mount Arm Mount Arm Mount Arm Mount Arm Mount Single Single 2 @ 180° 2 @ 180° 2 @ 90" 3 @ 120° 3 @ 90" 4 @ 90° (Requires 14"Arms)(Requires 14"Arms) (Requires 14"Arms) (Requires 14"Armle ORDERING INFORMATION SAMPLE NUMBER:CMA252292DFG G �I Product Mounting Lamp Voltage' Distribution' Lens Type Options(add as suffix) Accessories(order separately) Family Method Wattage 1=120V 11D=Type I Fen Glass F=Single Fuse(120,277 or 347V) MA1004=14"Arm for Square Pole.1.0 EPA G=Galleria A=Arm' 17=175W 2=208V MCO FF=Double Fused(208,240 or 480V) MA1005=6"Arm for Square Pole.0.5 EPA 6=Spider 25=25oW 3=240V (Horiz.) EM=Quartz Restrike with Delay(Also MA1006=Direct Mount Kit for Square Pole Housing Size for 2 3/8" 40 40OW 4=277V 20=Type II Strikes at Cold Start) MA1007=14"Arm for Round Pole.1.0 EPA M=Medium O.D. 91=1000W 5=480V MCO R=NEMA Twistlock Photocontrol MA1008=6'Arm for Round Pole.0.5 EPA tenon 9=Multi- (Horiz.) Receptacle MA1009=Direct Mount Kit for Round Pole C=Spider Lamp Tap 3D=Type III Q=Quartz Restrike(Hot Restrike Only) MA1010=Single-arm Tenon Adapter for 3 1/2"O.D.Tenon for 3 1/2" TVPe' wired MCO HS=House Side Shield MA1011=2 @ 180°Tenon Adapter for 3 1/2"Tenon O.D. 1=MH 277V• (Horiz.) VS=Vandal Shield(Arm Mount Only, MA1012=3 @ 120°Tenon Adapter for 3 1/2°O.D.Tenon tenon 2=HPS 6--Triple- FT-Forward 40OW Maximum) MA1013=4 @ 90°Tenon Adapter for 3 1/2"O.D.Tenon Tap Throw L=lamp Included MA1014=2 @ 90°Tenon Adapter for 3 1/2"O.D.Tenon Ballast Type wired (Horizontal) MA1015=2 @ 1201 Tenon Adapter for 3 1/2"O.D.Tenon wir 2=CWA\CWI wir V°I AR=Area MA1016=3 @ 90"Tenon Adapter for 3 1/2"O.D.Tenon MA1017=Single-arm Tenon Adapter for 2 3/8"O.D.Tenon Round(Vertical)" MA1018=2 @ 180°Tenon Adapter for 2 3/8"O.D.Tenon MA1019=3 @ 120°Tenon Adapter for 2 3/8"O.D.Tenon MA1029=Wall Bracket with 10'Arm(Specify Color) Catalog Lamp Lamp Ballast Type/ Input Net Wt. Shipping MA1045=4 @ 900 Tenon Adapter for 2 3/8"O.D.Tenon Number Wattage Type/Base Power Factor Voltage Size EPA Watts (lbs.) Volume(cu.ft.) MA1048=2 @ 90°Tenon Adapter for 2 3/8"O.D.Tenon Arm Mount(Order arm separately) MA1049=3 @ 90°Tenon Adapter for 2 3/8"O.D.Tenon GMA25129XXFG 250 MH/Mogul CWA/HPF Multi-Tap Medium 2.4 295 64 5.5 MA1061=House Side Shield(Field Installed) GMA40129XXFG 400 MH/Mogul CWA/HPF Multi-Tap Medium 2.4 455 64 5.5 OA1016=Photocontrol-Multi Tap GMA25229XXFG 250 HPS/Mogul CWI Multi-Tap Medium 2.4 300 69 5.5 OA1027=Photocontrol-480V GMA40229XXFG 400 HPS/Mogul CWA Multi-Tap Medium 2.4 465 69 5.5 OA1201=Photoelectric Control,347V NEMA Type Spider Mount(For 2 3/8"O.D.tenon) GMB25129XXFG 250 MH/Mogul CWA/HPF Multi-Tap Medium 2.4 295 57 9.1 GM640129XXFG 400 MH/Mogul CWA/HPF Multi Tap Medium 2.4 455 57 9.1 GMB25229XXFG 250 HPS/Mogul CWI Multi Tap Medium 2.4 300 62 9.1 - GM840229XXFG 400 HPS/Mogul CWA Multi Tap Medium 2.4 465 62 9.1 Spider Mount(For 3 1/2"O.D.tenon) Colors(add as suffix) GMC25129XXFG 250 MH/Mogul CWA/HPF Multi-Tap Medium 2.4 295 59 9.1 =Bronze(standard) GMC40129XXFG 400 MH/Mogul CWA/HPF Multi-Tap Medium 2.4 455 59 9.1 qp=Grey GMC25229XXFG 250 HPS/Mogul CWI Multi Tap Medium 2.4 300 64 9.1 BK=Black • GMC40229XXFG 400 HPS/Mogul CWA Multi-Tap Medium 2.4 465 64 9A WH=White NOTES: Arm not included.See accessories. All lamps are mogul base.Lamps are not included. 'Product also available in non-US voltages and 50Hz for international markets.Consult factory for availability and ordering information. •Multi-Tap ballast is 120/208/240/277V wired 277V.Triple Tap ballast is 1201277/347V wired 347V. 'Designate distribution by changing 9th and loth digits. '40OW and 1000W MH requires reduced envelope lamp.250.400,&1000 HIPS not available in area round distribution with flat glass. NOTE:Specifications and dimensions subject to change without notice. Visit our web site at www.cooperlighting.com C WME ?Lighting Customer First Center 1121 Highway 74 South Peachtree City,GA 30269 770.486.4800 FAX 770.486.4801 ADH992011 low" af� t� o ' a u s � 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 �OsoR'c° TELEPHONE(860) 644-2511 March 11,2002 Design Professionals,Inc. 165 South Satellite Road South Windsor, CT 06074 Attn: Peter DeMallie MAR 1 �� Re: DST Output Expansion—Approval to Connect SOUTH WINQSOR PLANNING DEPt: Dear Mr.DeMallie: The South Windsor Water Pollution Control Authority, at its regular meeting of March 5,2002,gave approval for the connection to the Town's sewerage system of a commercial expansion,located at 125 Ellington Road, South Windsor, CT,as more specifically shown on plans entitled"Topographic Plan", prepared by Design Professionals,Inc.,Job No.02-1567,Drawing No. 10,dated 1-2002,with revisions dated 2-28-02,3-5-03, and subject to the following conditions: 1. Technical approval of the Town of South Windsor 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, 0 Jc4eph J. Carino. Chairman Water Pollution Control Authority JJC/dd CC: Matthew Galligan,Town Manager Michael J. Gantick,Director of Public Works Jeffrey Doolittle,Town Engineer Marcia Banach,Director of Planning John Collins,Chief Building Inspector DST Realty.Connecticut,Inc. MEMORANDUM To: Marcia Banach, Director of Planning From: Jeffrey B. Doolittle, P.E., Town Engineer Date: 3/14/02 RE: App 02-07P, DST Output Site Plan I have reviewed the site plan for DST Output and have the following comments: 1. There are several places on the plans where two or more texts overlap making them difficult to read. For example, the bearing and distance on the easement on Sheet 6 and the label for the gravel access drive on sheet 9. Please fix the text labels. 2. Sheet 9 has labels for 4 existing trees near Ellington Road that are not shown. 3. On Sheet 10, show a saw cut and patch of existing pavement in the parking lot where the 68 LF of 15" RCP connects the existing CB with the Proposed CB. 4. Suggest concrete curbing be included along the proposed 25 ft access drive and loading area. The existing site drives and parking areas all have concrete curb. Also, the proposed southern loading area will be subject to flooding during a 25 year (or greater) storm event(El. 57). Curbing can reduce the extent of flooding during these storms. 5. The area between the drainage swale and the adjacent property of Theresa Coughlin near the southeast corner of the site will be subject to flooding during large storms .(El. 58). Continue the top of the berm at elevation 60 in this area to keep flood waters in the swale and on site. 6. A large area to the east of the proposed parking area, that includes the proposed jogging path, will be subject to flooding during the 10 year (or greater) storm events (El. 56.6). Suggest the jogging path be raised above elevation 58 in this area so the flood waters do not overtop the path. This will keep flood waters west of this path, and in the swale. 7. Show another construction entrance pad at the northern end of the proposed 25 foot bituminous driveway. 8. Revise the detail for the jogging path to show 6" of compacted stone dust or 3 inches of compacted stone dust on 3 inches of compacted Gravel, DOT Gradation C. Also include a note to grade a slight crown in the jogging path so water drains off to the sides. 9. Revise the detail for the Pavement Cross Section so is calls out 8" Process Aggregate Base, 3" Bituminous Concrete Pavement, and 8" of concrete with reinforcement or wwf. 10. 1 have questions about the tree placement near the proposed generator building and near the proposed parking area. Please call me (x 245) if you have any questions. o � o Q � � � _ 270 Amity Road � n � \ IF PLANNING Woodbridge,Connecticut 06525 \�IF ENGINEERING \ IF AND DESIGN Telephone: (203)397-3600 8 0Q a TIE aTelecopier: (203)397-3642 March 21, 2002 Mr. Joseph P. Santaniello, P.E. R E CE:-:I V E D Executive Director State Traffic Commission MAR 2 5 2002 2800 Berlin Turnpike, Room 3119 Newington, Connecticut 06131-7546 SOUTH WINDSOR PLANNING DEPT, RE: APPLICATION FOR CERTIFICATE DST OUTPUT, INC. EXPANSION (formerly Output Technologies, Inc.) 126 ELLINGTON ROAD (ROUTE 30) TOWN OF SOUTH WINDSOR Dear Mr. Santaniello: Reference is made to the proposal to expand the existing facility formerly known as Output Technologies Inc. (OTI), on the parcel of land located on the east side of Connecticut Route 30 (Ellington Road), about 1/3-mile north of U.S. Route 5 (John Fitch Boulevard) at Burnham Street, in the Town of South Windsor, Connecticut. -The expanded facility, to be known as DST Output, Inc. (DST), will continue to be served by the existing North Drive at the northern end of the parcel.on Route 30, and a new South Drive will be constructed at the southern end of the parcel intersecting Burnham Street in the Town of East Hartford primarily intended for truck deliveries. The existing facility consists of 149,759 SF of building area and 342 parking spaces. The proposed expansion includes 111,262 SF of building area and 61 parking spaces. Once completed, the expanded facility will consist of 261,021 SF of building area and 403 parking spaces, of which 9 will be designated handicapped parking spaces. This project received local town planning and zoning approval on the evening of March 19, 2002. Plans are to commence construction immediately and to have the expanded portion occupied by November 2002. It is therefore respectfully requested that every effort be made to place this project on the agenda for the next State Traffic Commission meeting scheduled for April 16, 2002 if at all possible. 2 The first phase of this facility was evaluated and approved by the STC as part of Certificate No. 1398 in September 1998. A comparison of site-generated traffic projections made in 1998 with actual traffic counts for the existing facility made in 2002 (see Table 1 of the Site Traffic Evaluation Study) shows that the projections for the first phase have not been realized. In fact, the site-generated traffic estimated for the facility WITH the proposed expansion in place compare quite favorably with the projections for the first phase alone that were made and evaluated for the existing roadway network back in 1998. The construction of two Connecticut Department of Transportation (ConnDOT) projects in the immediate area will soon commence. Both projects are scheduled to be completed and open for use by the end of 2003, AFTER the November 2002 completion and opening of the expanded DST facility. ConnDOT Project No. 132-126 involves the realignment of Route 30 south of the North Drive serving the subject DST facility to intersect U.S. Route 5 at the Interstate 291 Eastbound Ramps. ConnDOT Project No. 42-272 involves the reconstruction of Burnham Street in East Hartford along the South Windsor town line along the southern boundary of the subject development. Although the analyses contained in the Site Traffic Evaluation Study evaluate traffic impact with the two aforementioned ConnDOT projects in place, the analyses made in 1998 for the initial application essentially evaluate the impact of the expanded facility on the existing roadway network since those site- generated traffic projections will only now be realized with the proposed expansion in place. Accordingly, we have enclosed nine (9) copies each of the following items for your review and approval: 1. Application for Certificate, dated March 19, 2002. 2. Site Traffic Evaluation Study, dated March 5, 2002. Additionally, a 3.5-inch floppy disk is included containing the capacity analyses in electronic format. 3. Site Plan, revised to March 5, 2002, Sheets 1, 3, 8, 9, 10, and 11. 4. Sight Line Demonstration Plans, dated March 14, 2002, Sheets 1 and 2. 5. Drainage Report Summary, dated March 2002. 6. Drainage Report, dated February 25, 2002. Additionally, since there is an outside chance that East Hartford may not approve the proposed South Drive on Burnham Street, we have also included an analysis evaluating the impact of having only one (i.e., the existing North Drive) site drive. 3 By copy of this letter, we are also transmitting these items to the Legal Traffic Authority representatives for the Towns of South Windsor and East Hartford. Again, we would appreciate your review and approval of this Certificate - Application as soon as possible since the developer is very anxious to proceed with his plans. Please contact us at your earliest convenience should you have any questions or if you require additional information regarding this matter. Very truly yours, BUBARIS TRAFFIC ASSOCIATES James G. Bubaris, P.E. Principal cc: Mr. Gary Tyler Chief of Police South Windsor Police Services 151 Sand Hill Road South Windsor, CT 06074 Mr. Billy G. Taylor, P.E. Director of Public Works Town of East Hartford 740 Main Street East Hartford, CT 06108 Ms. Marcia Banach Director of Planning Town of South Windsor 1540 Sullivan Avenue South Windsor, CT 06040 Mr. Peter R. DeMallie Principal Design Professionals, Inc. 165 South Satellite Road South Windsor, CT 06074 STATE OF CONNECTICUT MEMHEytS STATE TRAFFIC COMMISSION co nmimSioser of Ttessyottstioe DEPARTMENT OF TRANSPORTATION Coam)utooe: of lablte Safety 2800 BERLIN TURNPIKE,P.O.BOX 317546 cotemtesleoer of Magog vehicles NEWINGTON,CT 06131-7546 Phone: (860) 594-3020 Fax: (860) 594-2377 - Date: -March 19,2002_ - APPLICATION FOR CERTIFICATE Enclosed are nine (9) sets of data for -the proposed development-showing the -information required. The attached MAJOR TRAFFIC GENERATOR - SUBMISSION GUIDELINES checklist is to be included with and considered part of the application. (PLEASE FILL OUT COMPLETELY - NOTE SIGNATURE OF OWNER REQUIRED) Name of Facility: DST Output Location: 125 Ellington Road (CT Route 30) Town and Zip Code: South Windsor,GT 06074 Proposed Gross Floor Area: 108,322 SF addition, plus 2,940 SF generator >juilding Total Gross Floor Area: 261,021 SF including creneratnr buil incr Total Parking spaces: 403 ; •Number Designated Handicapped: y Land Owner's Name: DST Realtv Uonnecticut,Inc. Land Owner's Address:333 West llth Street, Suite 101 Tel•(816)435 8296 Town, State & Zip .Code: Kansas City MD 64105-107 Land Lessee's/Applicant's Name: DST Oatput,7nc (If different froa. Owner) -125 Ellington Road Land Lessee's/Applicant's Address: �� Town, S ate b Zi C th WindsOr,CT 06074 Tel:(860)290-7000 Owner's Signature (Original) �Le�ssee's/Applicant's Sig tune (Original)- Vincent Dasta Bob WbI rt- Owner's Name (Typed) Leasee's/lipplieant's Name (Typed) President,DST Realty Connecticut,Inc. SPn i or Vint- Pre G i Aran+ T)R91 )63t='+- Owner's Title (Typed) Lessea'a/Applicant's Ti�t1Q (Typed) - By signing this form, the owner/lessee indicates that the authorized representative designated below is conferred general authority to act on behalf of the wnar/lessee with respect to all natters arising from the review of-this application. Name: James G. Bubaris,P.E., Bubaris Traffic Associates Inc. - Address:270 Amity Road Suite 130 Town, State and Zip Code: id et CT 06525 Phone: (203) 397-3600 FAx Number: 203) 397-3642 la evaluating this application, the commission will rely on the information provided by the applicant. If such information subsequently proves to be false, deceptive, incomplete and/or inaccurate, the certificate may bo teodiiied„-suspended'or revoked. As 94"1 0000`88ettr SmAyn Ata,e r„etfeW er e�wwdlrw STATE OF CONNECTICUT MEMBERS STATE TRAFFIC COMMISSION Commissioner of Transportation DEPARTMENT OF TRANSPORTATION Commissioner of public Safety 2800 BERLIN TURNPIKE, P.O. BOX 317546 commissioner of Motor vehicles l•.yiry 1� NEWINGTON, CT 06131-7546 Phone:(860) 594-3 020 March 25, 2002 Mr. James G. Bubaris, P.E. Bubaris Traffic Associates, Inc.' 270 Amity Road Suite 130 Woodbridge, CT 06525 STC# 132-0203-01 Dear Mr. Bubaris : Subject: Town of South Windsor DST Output Certificate Application The Application for Certificate and supporting data submitted pursuant to Section 14-311 of the General Statutes of Connecticut, received March 22, 2002, will be reviewed by the Department of Transportation. You will be advised by this office if additional information is required. Should you have any questions regarding the technical review, you may contact Mr. Vincent A. Avino, P.E. (860) 594-2740, at the Division of Traffic Engineering. Upon completion of the review, a report will be prepared for presentation to the State Traffic Commission (STC) . The STC, however, may not act on this matter until all local approvals have been obtained. The owner, town officials and you will be advised of the subsequent action of the Commission. Very truly yours, /w _ f i f ate..,. ".. Joseph Santaniello,` P.E. Executive Director CC: Chief Gary K. Tyler Mr. John R. Collins Mr. Vincent Dasta Mr. Richard J. Porth An Equal Opportunity Employer Printed on recycled or recovered paper ,s tow N a tca �i u A �� 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 �Osoe•co� TELEPHONE (860) 644-2511 April 8, 2002 Mr. Peter DeMallie Design Professionals, Inc. 165 South Satellite Road South Windsor, CT 06074 Re:Preconstruction Meeting—App102-07P DST Output IN ATTENDANCE Jeff Foler Town of South Windsor 860 644-2511 x229 Michele Lipe Town of South Windsor 860 644-2511 x252 Jeff Doolittle Town of South Windsor 860 644-2511 x245 Brian Kennedy Bourgeois & Shaw, Inc. 860 658-0448 Don Winar Bourgeois & Shaw, Inc. 860 658-0448 John Lynd Bourgeois & Shaw, Inc. 860 658-0448 Bob Loos Bourgeois & Shaw,Inc. 860 658-0448 Ronald Brooks J.E. Dunn 816 260-2669 Peter DeMallie Design Professionals, Inc. 860 291-8755 Galen Semprebon Design Professionals, Inc. 860 291-8755 Dear Mr. DeMallie: 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 if needed to minimize tracking of dirt/gravel. 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 Engineering Department is to be notified forty-eight (48) hours prior to the start of major construction work with inspections and testing per Developers Checklist required 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 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, payment, etc., shall be presented tot he Town Engineer prior to installation. 5. Two (2) weeks' notice must be given prior to placing the finish pavement course. This is to allow for inspection and correction measures (if necessary)of the infrastructure,prior to final pavement. 6. Applicant/developer should be aware that the inspection of the infrastructure improvements may result in the replacement of structure tops and/or structures prior to final paving if found to be deficient. 7. No subgrade formation/base in frozen ground/snow. Same for pipe/structure installation. 8. Progress As Built Plans are to be submitted to the Town Engineer for approval prior to paving and after subgrade formation. 9. As built plans are to include horizontal and vertical location of all underdrains, footing drains, and sanitary sewers and 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 Ron Brooks in the field at cell phone number(816) 8260-2669. 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. 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. Dot Permit needed for all work within state road. Copy must be given to the Engineering Department. 18. 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. Inspection of gravel access roads required prior to placement of topsoil. 21. Sanitary lateral locations should be tied down to existing structures and shown on the progress as- builts. 22. For concrete sidewalks, 8"depth with reinforcements is required at driveway crossings. If the sidewalk is constructed before lot development, the locations must be indicated on the as-built plans. If a proposed driveway location is moved, the sidewalk must be removed to the nearest expansion joint and rebuilt to the proper depth with reinforcement. 23. If a concrete monument is located within a driveway, a cast iron frame and cover must be provided for town public improvement specifications. 24. During construction of individual sanitary sewer house laterals, the contractor shall prepare an as-built sketch on standard form provided by the Engineering Department. This form should be submitted to the design engineer/surveyor for their use in preparing the as-built plan. The Engineering Department suggests that the contractor also show locations of foundation drains and water laterals on this form. 25. During construction for individual house lots, lot to lot drainage must be addressed with drainage swales as necessary. For lawn establishment, town staff will be requiring erosion control measures to be installed prior to the issue of the certificate of occupancy to ensure soil stabilization. A detailed erosion control plan must be implemented and depicted on the plot plan for review prior to the issuance of the building permit—most particularly on lots with extensive grading. Planning Department 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. 2. Bonds must be posted - $5,000.00 erosion and sediment bond, $10,000.00 landscaping bond, and a $10,000.00 Wetlands planting bond. 3. Mylar must be put on file prior to any building permits being issued. SNET/NU 1. Contact utilities for coordination of utility 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 thru 6-802. 3. Erect temporary sign on the site during construction identifying the project. 4. If an alarm is to be installed contact Police Services. Building_Department 1. Plan review with Building Official/Fire Marshal required prior to application for building permit. Coordinate with Chief Building Official. Sincerely, Michele Lipe, AICP Assistant Director of Planning MB/kh cc: Attendence John R. Collins, Chief Building Official Fred Shaw, Superintendent of Pollution Control STATE OF CONNECTICUT MEMBERS STATE TRAFFIC COMMISSION Commissioner of Transportation DEPARTMENT OF TRANSPORTATION Commissioner of public safety 2800 BERLIN TURNPIKE, P.O. BOX 317546 commissioner of Motor Vehicles NEWINGTON, CT 06131-7546 Phone(860) 594-3020 April 18, 2002 ECIDVED APR 2 2 2002 SOUTH WINDSOR PLANNING DEPT, Mr. Vincent Dasta DST Realty Connecticut, Inc. 333 West llth Street, Suite 101 Kansas City, MO 64105-1807 Dear Mr. Dasta: Subject: Town of South Windsor DST Output Certificate No. 1398-A and Traffic Investigation Report No. 132-0203-01 detailing conditions of the Certificate approved at the April 16, 2002 meeting of the State Traffic Commission are enclosed. Additionally, enclosed is the procedure for filing Certificates on land records, to satisfy Condition No. 2 . Very truly yours, Joseph Santaniello, P.E. Executive Director Enclosures. CC: Chief Gary K. Tyler Mr. John R. Collins Planning and Zoning Commission Mr. James G. Bubaris, P.E. Mr. Richard J. Porth An Equal Opportunity Employer Printed on recycled or recovered paper f STATE OF CONNECTICUT MEMBERS STATE TRAFFIC COMMISSION commissioner of Transportation DEPARTMENT OF TRANSPORTATION commissioner of Public safety °"r••,r,,;°'"`' 2800 BERLIN TURNPIKE, P.O. BOX 317546 commissioner of Motor vehicles NEWINGTON, CT 06131-7546 Phone: (860)594-3020 CERTIFICATE NO. 1398-A STC NO. 132-0203-01 APPROVED April 16, 2002 EXPIRES April 15, 2004 ISSUED TO: DST Realty Connecticut, Inc. 333 West 11th Street, Suite 101 Kansas City, MO 64105-1807 FOR: DST Output 125 Ellington Road (Route 30) Town of South Windsor pursuant to Section 14-311 of the General Statutes of Connecticut, as revised, and the Regulations of the State Traffic Commission. The applicant is hereby ordered to comply with the conditions and requirements as set forth in the attached report and plans. Failure to comply with all conditions and requirements will constitute sufficient basis for revocation of the Certificate. NO PERSON SHALL OPERATE THE DEVELOPMENT OR ANY PORTION THEREOF UNTIL .SUCH TIME AS THE APPLICANT HAS COMPLIED WITH THE ABOVE UNLESS PERMISSION HAS BEEN REQUESTED AND RECEIVED FROM THE STATE TRAFFIC COMMISSION TO OPERATE PRIOR TO COMPLETION OF THE CONDITIONS AND REQUIREMENTS. THIS CERTIFICATE WILL EXPIRE- TWO (2) YEARS FROM THE APPROVAL DATE OF THE ATTACHED REPORT UNLESS ALL CONDITIONS AND REQUIREMENTS ARE COMPLIED WITH WITHIN THAT PERIOD OR PERMISSION IS REQUESTED AND OBTAINED FROM THE STATE TRAFFIC COMMISSION TO EXTEND THE EXPIRATION DATE. Upon due notice from this Commission, this Certificate may be reviewed and modified or revoked in the interest of public safety. Jo oh Santaniello, P.E. Executive Director April 16, 2002 Date An Equal Opportunity Employer Printed on recycled or recovered paper TRA-10 RET"1/97 Report By: JPO Date: 04/02 STATE OF CONNECTICUT STC No: 132-0203-01 DEPARTMENT OF TRANSPORTATION Checked By: RST Date: 04/02 TRAFFIC INVESTIGATION Loc. No: f REPORT TO THE See Previous STC Report STATE TRAFFIC COMD'IISSION Approved By STC No. 132-9903-01 South Windsor Date: 6 2002 Requested By: Location: 125 Ellington Road (Route 30) DST Realty Connecticut, Inc. How Requested: Certificate Application Date: March 19,2002 EXECUTIVE DIRECTOR Recommendation: In accordance with Section 14-311 of the Connecticut General Statutes, as revised, it is recommended that. the State Traffic Commission (STC) issue a certificate to DST Realty Connecticut, Inc. for an 111,262 sq.ft. expansion totaling 261,021 sq.ft. of office/production space with 403 parking spaces located on Route 30 (Ellington Road) in South Windsor stating that the operation thereof will not imperil the safety of the public. This recommendation is referenced to the plans prepared by Design Professionals, inc. entitled and dated as follows: "Index Sheet-Resurvey Prepared for-DST Output-125 Ellington Road-South Windsor Connecticut" Sheet 3/13, dated January 2002 last revised March 26, 2002. "Topographic Plan-Resurvey Prepared for-DST Output-125 Ellington Road-South Windsor Connecticut" Sheet 11/13, dated January 2002 last revised March 26,2002. This recommendation is based on the following conditions: 1. That all conditions of Certificate No. 1398 remain in effect. 2. 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 with the attached procedure. 3. That the STC 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. James G. Bubaris, the applicant's authorized representative, concurred with the above conditions on April 9, 2002. Sgt. Thomas Field, speaking on behalf of the Legal Traffic Authority for the Town of South.Windsor, concurred with the above conditions on April 9,2002. By )' Division of Traff c Engmeering Bureau of Engineering and Highway Operations 1 Report of Findings DST Output,Inc. Town of South Windsor STC No. 132-0203-0I Site Description: DST Output, Inc. formerly known as Output Technologies, is an existing facility located on the east side of Route 30 (Ellington Road) in the Town of South Windsor. As approved in Certificate No. 1398, the development was to consist of 150,000 sq.ft. of office/production space and 452 parking spaces. The existing facility consists of 149,759 sq.ft. of building area and 342 parking spaces. The proposed expansion includes 111,262 sq.ft. and 61 parking spaces. Upon completion, the entire facility will consist of 261,021 sq.ft. and 403 spaces. Access to the site will be via the existing stop-controlled drive on Route 30. A second access point may be constructed onto Burnham Street in the future, but it is not part of this application. Generated Traffic: The proposed expansion is expected to generate 67 trips during the a.m. peak hour (51 entering, 16 .exiting) and 34 trips during the p.m. peak hour(2 entering, 32 exiting). The entire facility is expected to generate 233 trips during the a.m. peak (178 entering, 55 exiting) and 119 trips during the p.m. peak (8 entering, 111 exiting). The Bureau of Policy and Planning has reviewed and approved the submitted volumes. Proposed Projects by the Department of Transportation: State Project No. 132-126, which is under construction, will realign Route 30 (Ellington Road) opposite the I-291 eastbound ramps. The project limits will extend beyond DST Output's drive on Route 30. Department of Transportation's Observations and Concerns: None. Since there are no offsite improvements, a bonding condition was not included in this report. 2 tOwN aF� 40 D 719winOle y � •. 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 SOR•CoN�� TELEPHONE (860) 644-2511 March 20, 2002 CERTIFIED MAIL Mr. Peter DeMallie Design Professionals, Inc. 165 South Satellite Road South Windsor, CT 06074 Re: Appl #02-07P, DST Output Expansion Dear Mr. DeMallie: We are pleased to.advise you that the.Planning &. Zoning Commission voted on March 19, 2002, to approve with modifications the above referenced application for a Site Plan of Development. This approval is for the construction of approximately 112,000 square foot addition on 47.31 acres at DST Output facility, on property located at 125 Ellington Road, I-291 CD Zone as shown on plans prepared by Design Professional, Inc., Job No. 02-1567, dated March 5, 2002, 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$5,000.00 for erosion•&. sediment control, and a bond in the amount of$10,000.00 for Swale plantings. 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. Landscape.bond in the amount of$10,000.00 is required and must be submitted prior to filing of mylars. 6. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. H:\Planning Departrnent\Ho1mes\pzc\02 Actions\02-07P DST Output Facility.doc 7. A State Traffic Commission certificate is required, and no buildin until the certificate has been issued (per CGS § 14-311), g permits will be issued 8. The building street number must be included on the final plan. 9. The Town Engineer's review comments dated March 14, 2002, must be addressed to Town Engineer's satisfaction. the 10. If a curb cut is not granted by the Town of East Hartford, the driveway to Burnham Street must be removed from the plans. 11. Staff review and approval are required prior to stockpiling and/or placement of excess fill material (from RT5/RT30 reconstruction). 12.A parking waiver of 89 spaces is granted. 13.Any/all dumpsters must be on concrete pads and screened. Black and white transparent mylars of Sheet #4, 5, 6, and 7 with the above modific ti together with three blueprint copies of the entire set of plans must be submitted to thisns, Commission within 30 days to be stamped and signed. The letters of a rov Commission as well as the Inland Wetlands A en approval of this reproduced on the mylars. g cY/Conservation Commission must be After the mylars have been signed by the Commission, they will be re in the Office of the Town Clerk. After film these Tans a co wed to.you for fi ing submitted to the Planning Department. g P COPY of the receipt must be . Very truly yours, Kevin McCann, Chairman Planning and Zoning Commission KMcC/kag cc: Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal HAPlanning. Department\Gaetano\pzc\02 Actions\02-07P DST Output Facility.doc TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON Phone No. '1-8 Address—DP - &S 4Z1"f" 1 �: C 2 f�� f ';�►' Site Name +- ►� P&Z No. Owners_�^" Qt`t`V [�faN T" i j IIC • Phone No. Contractor Signature of Owner -t Date: Signature of Design Eng Dater4rtj0Z. CHANGE: (Describe location and nature of change. Include Four (4 ) copies of plan/profile of Change. ) �r- Reason for Change: (Why is change required) APPROVALS: (As Required) „fir. Of Planning Date: Town Engineer Date: r: Dir. of Public Wor" Date: Other: Date: STAFF COMMENTS: . White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department �N�r��rf ��', Vic:.��a.}'+�F'£'�+i•�vRtSe3s! R:i�?.^''�y°� j+ ' ', ._`�''"'.�yfTSFxrs"'�„ ,'�"."a`K".hyf` i:�r�"� !�,T'�''�kII 7t:"� TOWN OF SOUTH WTNDSOR „ STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON " U Phone No. Address 1 . ReS `SAW4ITC 6 S �llA1 �. Cj 010`74- Site Name T- "Or Or P&Z No. Owner N N CCXi 4 0 ! Phone No. +- Contractor Signature of Owner Date: Signature of Design Engr. Dater • CHANGE: (Describe location and -nature of change. Include Four (4 ) copies of plan/profile of Change. ) Reason for Changes (Why is change required) APPROVALS: (As Re uired) Dir. Of Planninq_ w Date: '" tl .. Town Engineer 1 /64,k,; ;_ Date .`z Dir" of Public Works , Date: Other Date: STAFF COMMENTS: White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department 1 O�a L A INN PROP. CONCRETE AREA LOAOING DOCK E0 GE OF BI T o. . . . .0. . .o. . .'.'.'.'.'.'. . . . .. . .Q. . . .o . . . . . . .Q. .. 1 N 8" ROLLED GRAVEL WIDTH OF GRAVEL DRIVE TO BE AS SPECIFIED ON PLANS. FILTER FABRIC MERE REQUIRED WISE GRAVEL DRIVE DETAIL ROP 20 N.T.S. GRA VEL- ORI VE CHANGE ORDER: 5/23/02 ELIMINATE 4" TOPSOIL & SEED Dsr OWPUT FROM GRAVEL DRIVE DETAIL 125 ELLINGTON ROAD PROPOSES BI TUMINO CONCRETE p`SowN a Cl *+ �n U o �• 9 ,tom •. 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 SoR-CO TELEPHONE (860) 644-2511 February 10, 2003 DST Realty Connecticut, Inc. Re: DST Output Expansion 333 West Eleventh Street Suite 101 Kansas City, MO 64105 Dear Mr. Madam/Sir: Re: Expiring Letter of Credit, Appl 02-07P, DST Output Expansion The Planning and Zoning Commission is holding the following Letter of Credit: PROJECTS BANK AMOUNT EXPIRATION DST Output Commerce $10,000 4/5/03 DST Output Commerce $10,000 4/5/03 DST Output Commerce $ 5,000 4/5/03 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,_, �f 4chele R. Lipe Assistant Director of Planning MRL/kah to*N se41 �-� o-P Sotdil, �, •. �° 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 �OsoR.Co�' TELEPHONE (860) 644-2511 March 7, 2003 DST Realty Connecticut, Inc. Re: DST Output Expansion 333 West Eleventh Street Suite 101 Kansas City, MO 64105 Re: Appl#02-07P,DST Ouput Expansion —Letters of Credit Dear Mr. Madam or Sir: We have not as yet received any renewals of the letter(s) of credit, which expire on April 5, 2003, as noted in our previous renewal request of February 10,2003. Please be advised that discussion of this matter will be placed on the March 25, 2003, agenda of the Planning &Zoning Commission. Calling of the letters of credit will be initiated at that time if we have not received a renewal. Very truly yours, f Michele R. Lipe,AICP Assistant Director of Planning MRL/kah _ ,. 'r ,�c?._: �.�" 'i rlv�ff!"4�7L;?S'7�s::.'ai '.a�..,,#9'=� •:wr„"�`;�;y��"s : .,;asat�rn�n:8�1�'z �,' :D�iF:. ;��s` '-��a�'_�1�,'4`: 4��e+7[i. . TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: <. .. CHANGE ORDER CONTACT PERSON"-, r -l'-"- EtAl D Phone No-2W-'-0755 Address_rt Pam. 1 S S V im'irr- -Wum muxuk = �C&{, Site Name"T 014djC P&Z No. Owner$ "r"" 1 _ rAAlA1fit - -�-�A Phone No. Contractor Signature of Owner Date: .• Signature of Design Eng Date: 4r CHANGE: (Describe location d nature of change. Include Four (4 ) copies of plan/profile of. Change. ) Reason for Change: (Why is change required) APPROVALS (As lkbquired) Dir. Of Planning :_ . ! _ -A-A Date: j Town Engineer ,:, .., i � , Date: l2 —� , . Dir. of Public .Works Date: Other: Date: STAFF COMMENTS: White - Town Engineer Yellow - Applicant Pink - Director' of Planning Goldenrod Engineering Department :., ,:r �uy:.Lwc ,:.r 't; <e.e ,.4 . , w i,,.r. .�, v1rc.�:��-sy <^r.r 4,''a--`�-.-.'.,T'_.`--•a_,�„" TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE &SUBDIVISION GENERAL: ' CHANGE ORDER CONTACT PERSON xj` LA t,.w Phone No. 1 R Address _t t !F C, ,+Ef Cjt f2 1/r '-r Site Name - P&Z No. Owner b s*r IT% a If Phone No. Contractor # Signature of Owner ' Date: f ,:Signature of Design Engr. Date: �1►�a CHANGE: (Describe location and nature Af change. Include Four (4 ) copies of plan/profile of# Change, ) i'9 P+w G ty E �'� �tea� +P►�i � J+� s� '4 t7l'�r 7`1 y hr Reason for Change: (Why is change required) APPROVALS:Ij w APPROVALS: (As Requir d) Dir. Of Planning Date: Town Engineer A-14 �'.VZ&Of-j""... Dates Dir. of Public Works Date: Other: Date: STAFF COMMENTS: White Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod Engineering Department TOWN OF.' SOUT�[ WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON L. Boaten,KA Phone No. .291-8755 Address 125 n11ngton Road, :Mouth window Site Name Dom' o tMt P&Z No. 02-M Owner—DOT Output C/a Mark Caperdino Phone No. 290-7520 _ Contractor Out Signature -of Owner t Date: 2/11/03 Signature of Design Engr., Date:* 2/11/03 CHANGE: (Describe location and natur of change Include Four (4 ) copies of plan/profile of Change. ) To install a rpgw paper recavm � an east side of the building`at the p2KtL riy 40dinc dock,I painted to =tch building fade, rith 100 high vooden fence so the South, hammer d%VMX*M's and evtrereen Plarrtinc@. This was et. t.e to the sr it. .wm,' Review O mittee an 2/6/03 and wane laV*Vfty recoeived See attached dWwp order naps (Arop r dhWW" to YMd)s Reason for Change: (Why is change required) To automte that recavery of vaste paper during the printing prccwee. The paper to then recyaled. APPROVALS: (As Required) Dir.. Of Planning Date: Town Engineer-- Date: Z�tS I Dir. of Public -Works Date: Other: Date; STAFF COMMENTS: } i. White - Town Engineer Yellow —Applicant Pink - Director of Planning Goldenrod - Engineering Department } DCP_0003 Page 1 of 2 F k � F .. .. ,�". n„ wm a� 3 � r•�• R � �'���` � ,'"",�uq',�r,'�����*;°^i"er"r,r, .,�^",�+^';'a' x 'tY',"k� �',Sa "t'+ •� 4 Y„ fir71., � RI �.'+ t„t w "�"K" '�"�A x, 1 #,.,� h�"� '�f r b ;�'!^ :+ors' a ,�: 5 .:� � '�'.- *3�'{"���'�,"�"�' •ir� vM ,w'4+ gk 5 "n�.W� -r r � .,�"4-:,el ' �'Nh�,w'k`�.! '.�.��t ��h�ia ,:r"x`"a n h'.3�"�,.� '"�' ,�,rr,,,t iX err. nan �xi•� iv�.q �.+� �� k ^��kAc.+.,w'.. n Format: JPEG RECEIVED ED Dimensions: 900w x 600h F E B 112003 Size: 94.45K Settings: Quality is 60,Non-Progressive, Optimized on SOUTH WINDSOR PLANNING DEPT, file://C:\Documents%20and%20Settings\capardim\Local%20Settings\Temp\ImageReady\TargetPreview9l\DCP_0003.htm1 2/11/2003 DCP_0005 Page 1 of 2ru + a Format: JPEG Dimensions: 900w x 600h Size: I I8.6K Settings: Quality is 60,Non-Progressive, Optimized on file://C:\Documents%20and%20Settings\capardim\Local%20Settings\Temp\ImageReady\TargetPreview90\DCP_0005.html 2/11/2003 Memorandum DATE: September 9, 2003 TO: Planning and Zoning Commission FROM: Marcia A. Banach, Director of Planning RE: BONDS Bond Setting Engineering recommends a bond in the amount of$2 ,700 for subdivision improvements (Day Drive) associated with Appl. 0 -78P, Summerwood Senior Residence Development Landscapinz Bonds APPLICATION AMOUNT REDUCTION BALANCE 02-07P, Output Technologies $ 5,000 $ 5,000 -0- IWA/CC Bonds APPLICATION AMOUNT REDUCTION BALANCE ?fOutDut Technologies $ 10,000 $ 10,000 -0- 02-07P, Output Technologies $ 10,000 $ 10,000 -0- 0/01-33 Holcombe Subdivision $ 5,000 $ 5,000 -0- JIMRTY Landscapes, .L.CC 498 Main Street, South Windsor, CT 06074 Telephone (860) 289-8073 Fax (860) 289-0621 July 24, 2003 Ms. Michelle Lipe Assistant Planner Mr. Jeff Folger Environmental Planner/Conservation Officer Town of South Windsor 1540 Sullivan Avenue South Windsor, CT 06074 Re: DST-Output(Phase I &Phase II) 125 Ellington Road, South Windsor Dear Madam & Sir, This letter is to verify that all plant materials, including wetland plantings, in both Phase I and Phase II of the above-captioned project have been installed as per prints and specifications. Locations, sizes and species have been accepted as per site inspection and field adjustments as completed on July 24, 2003. This letter also serves as a request to release the bond for the DST-Output project. Liberty Landscapes, LLC Town of South Windsor ,A Kev" oley, Pr0i -ectA4anager Michelle Lipe, Assiii4iit Planner Town of South Windsor Je f e Environmental Planner/Conservation Officer Nd SOWN Sfq F Town O-P S-OU-64t ?d( a s 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 SOR•CO AREA CODE 860/644-2511 October 20, 2003 Mr. Kevin Foley, Project Manager Liberty Landscaping, LLC 498 Main Street South Windsor, CT 06074 Re: Appl 02-07P, DST Output(Phase I& II) Dear Mr. Foley: This is to advise you that the Planning and Zoning Commission voted on September 9, 2003, to release the following bonds for the above reference project: Appl 02-07P,DST Output Erosion& Sediment $10,000.00 App102-07P, DST Output Landscaping $10,000.00 App102-07P, DST Output Wetland Planting $ 5,000.00 Advance arrangements should be made to pick up the bond to ensure that the necessary contact person(s) will be available. If you have any further questions contact the Planning Department at 644-2511, ext. 252. Thank you. Sincerely, X ' � Kevin McCann, Chairman Planning&Zoning Commission KMcC/kah cc: Town Engineer DST Realty Connecticut, Inc. 333 West Eleventh Street Suite 101 Kansas City, MO 64105 TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL CHANGE ORDER CONTACT PERSON Kargn Ishffl3g Wd Phone No 29t-R7r%5 Address, MSign rof+aesir 0&118, YnC_ . 165 Sautb Sates ii* ' SaUth Winds l T 06074 Site Na-me__Dffffutut P&Z No. Owne DST BM1ty Canna iClit _ne Phone No. Contractor Signature of Owner Date: Signature of Desig n Date:�/-26ja4 CHANGE: (Describe location a d natu a of change. Include Four (4 ) copies of plan/ ofile of Change.) Establish access drive onto street .A Reason for Change: (Why is change required) Dmwt authorized Ow Tin of East Hartford has aMM4 to ©©meati on and will issue a driveway pernktt. APPROVALS: (As Required) Dir. Of Planning Date: Town Engineer— e...,,..._.•-.:,,,._.._ Date.: 9/ t,4�,r Dir. of Public Work" Date: Other: Date: STAFF COMMENTS: r White - Town Engineer Yellow. - Applicant Pink - Director of Planning Goldenrod — Engineering Department - 07 /" CJ� STATE OF CONNECTICUT MEMBERS STATE TRAFFIC COMMISSION Commissioner of Transportation DEPARTMENT OF TRANSPORTATION Commissioner of Public Safety R,, -. 2800 BERLIN TURNPIKE, F.O. BOX 317546 Commissioner of Motor vehicles NEWINGTON, CT 06131-7546 Phone: (860)594-3020 May 19, 2004 Mr. Vincent Dasta DST Realty Connecticut, Inc. 333 West 11th Street, Suite 101 Kansas City, MO 64105-1807 Subject: Town of South Windsor DST Output, Inc. Certificate No. 1398-A Enclosed is a copy of Traffic Investigation Report No. 132-0404-02 detailing the revised conditions of Certificate No. 1398-A, which is being forwarded to you as a result of the investigation conducted by the Department of Transportation and approval by the State Traffic Commission at its May 18, 2004 meeting. Enclosed are the procedures for filing Certificates and/or Traffic Investigation Reports on Land Records, to satisfy Condition No. 6 . In addition, this office should be notified when the bond, required by Condition No. 4, has been posted with the Town of South Windsor. Very truly yours, Robbin L. Cabelus Executive Director Enclosures CC: Chief Gary K. Tyler Mr. Christopher Dougan Planning and Zoning Commission_ Mr. James G. Bubaris, P.E. Mr. Richard J. Porth s An Equal Opportunity Employer Printed on recycled or recovered paper TRA-10 REV 1197 Report By: BMS Date: 04/04 STATE OF CONNECTICUT STC No: 132-0404-02 DEPARTMENT OF TRANSPORTATION Checked By: PJC Date: 04/04 TRAFFIC INVESTIGATION Loc. No: REPORT TO THE See Previous Traffic Investigation Report STATE TRAFFIC COMMISSION Approved By STC No. 132-0203-01 Town of South Windsor Date: MAY 18 20 Requested By: Location: DST Output, Inc. Mr.James G. Bubaris How Requested: Letter Date: April 15,2004 EXECUTIVE DIRECTOR Recommendation: In accordance with Section 14-311 of the Connecticut General Statutes,as revised,it is recommended that the conditions of State Traffic Commission (STC) Certificate 1398-A (Traffic Investigation Report 132-0203-01) approved April 16,2002 be revised as indicated below. 1. That the owner construct a stop-controlled right-turn out and left-turn in only site driveway on Burnham Street in substantial conformance with the plan prepared by Design Professionals, Inc. titled"Prepared For: DST Output-Burnham Street-South Windsor, Connecticut," Sheet 1 of 1 and dated December 26,2002 and last revised May 3,2004. 2. That signs and pavement markings on the site drive and Burnham Street be installed by the applicant in substantial conformance with the plan referenced in Condition No. 1, and in accordance with the "Manual on Uniform Traffic Control Devices" latest edition. The applicant will be responsible to maintain signs and pavement marking on the site drive. 3. That the owner provide and maintain intersection sight distances from the site driveway on Burnham Street as shown on the plan referenced in Condition No. 1. 4. That a bond be posted with the Town of East Hartford on the owner's behalf to cover the costs of the work required to satisfy the conditions of this report. 5. That all of the conditions of Certificate No. 1398-A remain in effect. 6. That within sixty (60) days of the approval of this report, a copy thereof be recorded on the municipal land records in accordance with the attached procedure. 7. That the STC 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. Byi ' " Division of Traffic Engineering Bureau of Engineering and Highway Operations 1 r Town of South Windsor Traffic Investigation Report No. 132-0404-02 DST Output,Inc. Mr. James G. Bubaris,the applicant's authorized representative, concurred with the above conditions on May 10,2004. Ms. M. Denise Horan, the Legal Traffic Authority for the Town of East Hartford, concurred with the above conditions on May 11, 2004. Agent Tom Martin, speaking on behalf of the Legal Traffic Authority for the Town of South Windsor, concurred with the above conditions on May 12, 200,4. 2 Report of Findings Town of South Windsor DST Output,Inc. STC No. 132-0404-02 Description: DST Output,Inc. formerly known as Output Technologies,has previously been certified for a total of 261,021 square feet of office/production space and 403 parking spaces. Access to the site is via a stopped controlled driveway onto Route 30. At this time, the owner is proposing to construct a limited access drive onto Burnham Street. The driveway will be limited to left-turns in and right-turns out in an effort to keep vehicles that use the driveway from traveling to and from the east on Burnham Street. Generated Traffic: There is no change in square footage, parking or generated traffic related to the construction of the additional access drive. The site's generated traffic will be slightly redistributed due to the additional access point. This minor change will have a minimal impact on traffic operations at the area intersections. No roadway improvements will be required. Bonding: The Town of East Hartford will require that the contractor doing the roadway construction be bonded for the cost of performing the work. A condition will be added to this report that requires that the owner post a bond with the Town. 3 TEMPLE ,3/ �•!� w �- j BAYN HATES BR. ODNV a \ alorin- catleAu P1RE god v--WAy- Rov V. \ DEPAUW LA. j 4 �yRcrj fitIll SI, ^RAV LLISN3M1 fHn .i jp i..fi•.. Q C4 BITTERSW)';-fr ii r t 9:111 If1p... IcLn BIB° bR. 5 h1 ir� HR' #Ay O Q v w A-Im Ix o 1 'ASTERN PARK «.1 1 RD. FOX Qyo IV- CR. if x to o I • 57REE �\ wig .I wok �� � '�, ti N LgUfiEl. • MKT V, q •Y J 6 ggu � r RD. ci .1 $ olla,raal a I w o . INIVtt a , TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON -•"'S1A Phone� � No.. Address S. f Site NameM=jR 'jf Whjr_C:p4(�C IAiC, , P&Z No. Owner Phone N Contractor G Signature of Owner AW Date: 64- Signature of Design Engrc 17. Dater CHANGE: (Describe location d ature change. Include Four (4 ) copies of plan/profile of Change. ) Reason for Change: (Why is change required) Ate PAL Ki J 6- AS Fi ie- . �"6= 4` gin, WgWa Aft(AvoA) ftr-, . APPROVALS: (As Required) Dir. Of Planning- u. Date: t, Town Engineer Date,: , rr+�/ Dir. of Public Work Date: Other: Date: STAFF COMMENTS: White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department .(. .. .i,c.. .,._I,.;:.-_ .I ...........{,1 .....,:. .l,. r.:..... ... ...:.....I ..... 1,1 .-....., . .. !, .r.n.c...... ,.... ...1.:. ..,. 1-J ,.1.:,..,. IJ: .._.,.. TRA-10 REV 1/97 Volk V_p ' �6 1 Report By: P10 Date: 3199 1AIr—Ur UUNNECTI UT STC No: 132-9903-01 336 DEPARTMENT OF TRANSPORTATION Checked By: JPO Date: 3/99 TRAFFIC INVESTIGATION Loc. No: REPORT TO THE See Previous STC Report STATE TRAFFIC COMMISSION Approved By STC No. 132-9808-01 MAR G South Windsor Date: MAR 1 6 1999 Requested By: Location: 125 Ellington Road (Route 30) James G. Babaris How Requested: Letter Date: 2/25/99 EXECUTIVE DIRECTOR Recommendation: In accordance with Section 14-311 of the Connecticut General Statutes, it is recommended that the conditions of State Traffic Commission Certificate No. 1398, State Traffic Commission Report No. 132- 9808-01 approved on September 15, 1998 be revised as indicated below: 1. That the previously approved referenced plans be replaced with a plan prepared by Design Professionals, Inc. entitled "STC Plan" Sheet 1 of 1 dated February 15, 1999 and last revised March 10, 1999. 2. That the total number of approved parking spaces on the site be reduced from 452 to 342. 3. That within sixty (60) days of the approval of this report, a copy thereof be recorded in the municipal land records in accordance with the attached procedure. 4. 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. James G. Bubaris, the applicant's authorized representative, concurred with the above recommendations on March 12, 1999. Chief Gary Tyler, the Legal Traffic Authority for the Town of South Windsor could not be reached at the time this report was prepared. �IM,� SPY• 1 ( q u obbin L. IIIIIIIIIIII Byv IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII ivision otTrattic Engineering Doc ID: 000350650002 Type, LAN Bureau of Engineering and Highway Operations Book 1683 Page 1 - 2 1 �a� VDI. 1`683PA6E 2 " Report of Findings Output Technologies Town of South Windsor STC No. 132-9903-01 On September 15, 1998, the State Traffic Commission approved Certificate No. 1398 for Output Technologies for a total floor area of 150,000 sq.ft. and 452 parking spaces. The letter from the applicant's engineer dated February 25, 1999 indicated a change in the location of the site drive. The new location of the site drive will be on the parcel of land currently owned by the State of Connecticut and is in the process of being acquired by the Town of South Windsor. The Town will subsequently grant to the developer the rights to construct and operate a detention basin, an access drive and utilities. The applicant's engineer's letter noted that the total number of parking spaces will remain at 452, as previously approved. However, due to the redesign of the site drive and detention basin,the total number of parking spaces approved by the Town of South Windsor is 342 and was incorrectly stated in the letter. AE EIVED FOR RECORD: ATE I 8 05 T. MEILLE '•M TOWN CLERK, SOUTH WINDS 2 TOWN OF SOUTH WINDSOR R E C V E D STAFF SITE CHANGE MAY 2 2002 FOR SITE & SUBDIVISION GENERAL: N Ni 1 SOUTH'A'IDSOR PLAd FT.ING DE CHANGE ORDER CONTACT PERSON -� ISH6j-eW 6 t0 Phone No.2- I4755 Address ;, P-r. J( S S.Efirai lrG QD- LWL/7* 601AWC►& C-T. 0 0607� Site Names 7, Qy"Vr P&Z No. Owner D ST 9 try C0A1AJ6C,17 CO-, INK. Phone No. Contractor UN�j Signature of Owner � ` - Date: S bZ Signature of Design Eng Dater 6� CHANGE: (Describe location and nature of change. Include Four (4 ) copies of plan/profile of Change. ) 7-0 DO) C PU(mil rJ H2.. P.0Q2A )e f-APM -MC- DE�Pbs1716JJ 6P EX cc--is�: F ,—, Reason for Change: (Why is change required) P� rJi P R-c��-�4 C'�D►�r� nJ ��I. APPROVALS: (As Required) max_ Dir. Of Planning Vzqa Date: 5 -1 Town Engineer rw Date: 6 /b2 Dir. of Public Works Date: Other: Date: STAFF COMMENTS: RECEIVED MAY SCII I-TH V41ND-30R ENGiNEERIN White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department ti >> F TOWN OF SOUTH WINDSOR STAFF SITE CHANGE SOUTH WINU',O FOR SITE & SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON (_, (eK S Q n.r ve �v Phone No. 2 Q I Address__( 6 S.,, ,+-Lr Site Name_ b cS T ��,`fP �- P&Z No. Owner b ST R c z [ fu Phone No. Contractor Signature of Owner Date: Signature of Design Engr. Date: $11 /02 CHANGE: (Describe location and nature If change. Include �j Four (4 ) copies of plan/profi(l�ep of Change. ) Cl�h�O v P ��� `��r✓ y 1 ��✓' 4 caC-C �E y � Reason for Change: (Why is change required) APPROVALS: (As Required) Dir. Of Planning E �(� _ Date: Z Town Engineer Date: z/ Z Dir. of Public Works Date: Other: Date: STAFF COMMENTS: White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department TOWN OF SOUTH WINDSOR �N b 'r~ STAFF SITE CHANGE MAY 2 4 2007_ FOR SITE & SUBDIVISION GENERAL: r SOUTH WINDSOR PLR,411t,!r�n-,,- CHANGE ORDER CONTACT PERSON //��,,, IcSI� UU Phone No.2gl-87-L Address DPl. lk 5 S:SA-r�1TE h . SAIWA- Ci? 060 Z4 Site Name n5T OLWU-r P&Z No. Owner XT 96b---'rY 0NryCKriGU Phone No.&10291W-- D12 Contractor Signature of Owner Date: Signature of Design Engr.. Dater Qom. CHANGE: (Describe location and rature of change. Include Four (4 ) copies of plan/profile of Change. ) Q KI -1-6 EQrn INA-T5 4 It TOPS61 L &ZSE&O Reason for Change: (Why is change required) NOT ..To 66 MralomtJa LAWN APPROVALS: (As Required) Dir. Of Planning/ , Date: Town Engineer p`IUBI--� Date: Dir. of Public Works Date: Other: Date: STAFF COMMENTS: White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department i LAWN pROP. CONCRETE AREA LOADING DOCK EDGE OF BI T. ._.Selb N4B SEER WIDTH OF GRAVEL DRIVE TO BE 8" ROLLED GRAVEL ��. AS SPECIFIED ON PLANS. FILTER FABRIC WHERE REQUIRED WIDE GRAVEL DRIVE DETAIL R Op. 20 N.T.S. GRA " EL DRIVE RIVE CHANGE ORDER: 5/23/02 ELIMINATE 4" TOPSOIL & SEED Lasr Ourpur FROM GRAVEL DRIVE DETAIL 125 ELLINGWN ROAD PROPOSED gl TUMINOUS CON CRE TE ' Exhibit 13 Capacity Analysis Worksheets Route 5 at 1-291 Westbound Ramps Short Report Pagel TO SHORT REPORT General Information Site Information nalyst Agency or BUBARIS TRAFFIC Intersection Co. ASSOCIATES Area Type All other areas Date 31312002 Jurisdiction SOUTH WINDSOR, Performed CT 2003 nalysis 2003 i BACKGROUND AM Year Period PEAK HOUR Volume and Timing Input EB WB NB SB LT TH RT LT I TH RT LT TH RT LT TH RT Num. of Lanes 2 0 1 0 10 0 1 2 0 0 2 0 Lane group L R L T T Volume v h 305 318 1382 809 594 % Heavy veh, 0 0 0 0 0 PHF 0.90 0.90 0.90 0.90 0.90 Actuated P/A P P P P P P Startup lost time 2.0 2.0 2.0 12.0 2.0 Ext. eff. green 2.0 2.0 2.0 12.0 2.0 Arrival type 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR 0 64 0 0 Volume Lane Width 12.0 12.0 112.0 12.0 12.0 Parking/Grade/Parking N 0 N N N N 0 N N 0 N Parking/hr file://C:\WINDOWS\TEMP\s2k8159.TN P 3/4/02 M mom Two-Way Stop Control Page 2 of 3 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 49 0 30 0 0 0 Peak-Hour Factor, 0.90 0.90 0.90 0.90 0.90 0.90 PHF Hourly Flow Rate, HFR 54 0 33 0 0 0 Percent Heavy 0 0 0 0 0 0 Vehicles Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v h 1 87 C m v h 1131 514 lc 0.00 0.17 95% queue length 0.00 0.61 Control Delay 8.2 13.4 LOS A B roach Delay -- -- 13.4 roach LOS -- -- B file:HC:\WINDOWS\TEMP\u2k8294.TNT 3/4/02 I� M M ir M Short Report Page 2 o Bus stops/hr 10 1 0 0 0 Unit Extension 13.0 1 13.0 1 1 3.0 3.0 3.0 Phasing EB Only 02 03 04 NB Only Thru 07 08 Only G G = G = G = G G G = = G = Timing 20.0 20.0 20.0 Y = 4 Y = Y = Y = Y = 4 Y = 6 Y = Y = Duration of Analysis Cycle Length C - 74.0 hrs = 1.00 Lane Group Ca aci , Control Delay, and LOS Determination EB WB NB SB 660 d'. flow rate 339 282 424 899 976 Lane groupcap. 946 436 488 2146 976 /c ratio 0.36 0.65 J 0.87 10.42 0.68 Green ratio 0.27 10.27 0.27 0.59 0.27 Unif. delay dl 21.8 23.9 25.7 8.1 24.1 Delay factor k 0.50 0.50 10.50 0.50 0.50 Increm. delay d2 1.1 7.5 22.3 0.6 3.8 PF factor 1.000 1.000 1.000 1.000 11.000 Control delay 22.9 31.3 48.1 8.7 27.9 Lane group LOS C C D I A C rch. delay 26.7 21.3 27.9 Approach LOS C C C Intersec. delay 24.3 Intersection LOS C HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1b file://CAWINDOWS\TElVIP\s2k8 ATNIP 3/4/02 rr rr r rr r rr r r r r rr rr rr r� rr it r rr Short Report Pagel 11 SHORT REPORT General Information Site Information nalyst gency or BUBARIS TRAFFIC Intersection Co. ASSOCIATES. rea Type All other areas Date 31312002 urisdiction SOUTH WINDSOR, Performed CT me 2003 Analysis 2003 eriod BACKGROUND PM Year Period PEAK HOUR Volume and Timing Input Eg WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 0 1 0 0 0 1. 1 2 0 0 2 0 Lane group L R L T T Volume v h 107 226 559 1872 701 % Heavy veh 0 0 0 0 0 PHF 0.90 0.90 0.90 0.90 0.90 Actuated P/A P P P P P P Startuplost time 2.0 2.0 2.0 2.0 2.0 Ext. eff: green 2 3 .0 2.0 2.0 2.0 2.0 rrival type 3 3 3 3 3 Unit Extension 3.0 .0 03.0 3.0 3.0 fL ed/Bike/RTOR 0 64 0 0 olumeane Width 12.0 12.0 12.0 12.0 12.0 arking/Grade/Parking N 0 N N N N 0 N N 0 N Parking/hr file://C:\WINDOWS\TEMP\s2k8367.TN P 3/4/02 r� r■� rr r rr r� rr r rr rr rr r rr rr rr rr rr rr Short Report Page 2 0 Bus sto s/hr 10 0 1 1 0 0 1 1 1 0 Unit Extension 13.0 3.0 1 1 L 3.0 1 3.0 1 1 1 3.0 Phasing EB Only 02 03 04 NB Only Thru 07 08 Only G = G = G = G = G G = G = G = Timing 18.0 1 0.0 24.0 Y = 4 Y = Y = Y = Y = 4 Y = 4 Y = Y = Duration of Analysis Cycle Length C - 84.0 hrs = 1.00 Lane Group Ca aci , Control Delay, nd LOS Determination EB WB NB SB d'. flow rate 119 180 621 969 1779 Lane group cap. 750 346 645 2493 11031 /c ratio 0.16 0.52 0.96 0.39 10.76 Green ratio 0.21 10.21 0.36 0.69 10.29 Unif. delay dl 26.8 129.2 26.5 5.5 127.3 Delay factor k 0.50 10.50 10.50 0.50 0.50 Increm. delay d2 0.5 5.6 43.7 0.5 1 5.3 PF factor 1.000 1.000 1.000 1.000 11.000 Control delay 27.3 j 34.8 . 70.2 6.0 32.7 Lane group LOS C C E A C Apprch. delay 31.8 31.0 32.7 Approach LOS I C C C Intersec. delay 31.6 Intersection LOS C HCS2000TM Copyright C 2000 University of Florida,All Rights Reserved Version 4.1b file://C:\WINDOWS\TEMP\s2k8367.TMP 3/4/02 r� �r rr rr r i r r r r ■r rr r r r r r Short Report Page 1 01" SHORT REPORT General Information Site Information nalyst Intersection Agency or BUBARIS TRAFFIC Area Type All other areas Co. ASSOCIATES SOUTH WINDSOR, Date 3/3/2002 urisdiction CT Performed Analysis ' Time Period 2003 COMBINED Year 2003 AM PEAK HOUR Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 0 1 0 0 0 1 2 0 10 2 0 Lane group L R L T T Volume v h 305 318 382 809 1594 % Heavy veh 0 0 0 0 0 PHF 0.90 0.90 0.90 0.90 0.90 Actuated P/A P P P P P P Startup lost time 2.0 . 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 12.0 Arrival type 3 3 3 3 13 Unit Extension 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR 0 64 0 0 Volume Lane Width 12.0 12.0 12.0 112.0 12.0 Parking/Grade/Parking N 10 N N N N 0 N IN 0 N Parking/hr Bus sto s/hr 0 0 0 0 0 file://C:\WINDOWS\TEMP\s2k91AB.TMP 3/4/02 rr M r r rr rr rrs rs rr rr rr r rr r� rr M f Z r P Short Report Page 2 o Unit Extension 110 1 13.0 3.0 1 3.0 1 1 1 3.0 Phasing EB Only 02 03 04 NB Only Thru 07 08 Only G = G = G = G G = G = Timing 20.0 20.0 20.0 Y = 4 Y = Y = Y = Y = 4 Y = 6 Y = Y = Duration of Analysis Cycle Length C - 74.0 hrs = 1.00 Lane Group Ca aci , Control Delay, nd LOS Determination EB WB NB SB d'. flow rate 339 282 424 899 660 Lane group cap, 946 436 1488 2146 976 /c ratio 0.36 0.65 0.87 0.42 0.68 Green ratio 0.27 12.27 0.27 0.59 0.27 Unif. delay dl 21.8 23.9 25.7 8.1 24.1 Delay factor k 0.50 0.50 10.50 0.50 0.50 Increm. delay d2 1.1 7.5 22.3 0.6 3.8 PF factor 11.000 1.000 1.000 1.000 Control delay 22.9 131.3 48.1 8.7 27.9 Lane group LOS C C D I A C Apprch. delay 26.7 21.3 27.9 Approach LOS C I C C Intersec. delay 24.3 1 Intersection LOS C HCS2000T M Copyright©2000 University of Florida,All Rights Reserved Version 4.l b file://C:\WINDOWS\TEMP\s2k91 AB.TMP 3/4/02 rr rr rr rr r■� r rr r rr rr rr r rr r r rr r rt Short Report Page 1 on SHORT REPORT General Information Site Information nalyst Intersection Agency or BUBARIS TRAFFIC 'Area Type All other areas Co. ASSOCIATESSOUTH WINDSOR, Date 31312002 urisdiction CT Performed Analysis Time Period 2003 COMBINED ear. 2003 PM PEAK HOUR Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 0 1 0 0 0 1 2 0 0 12 0 Lane group L R L T T Volume v h 107 226 559 1872 701 % Heavy veh 0 0 0 0 0 PHF 0.90 0.90 0.90 0.90 0.90 Actuated P/A P P P P P P Startup lost time 2.0 1 2.0 2.0 12.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 WPed/Bike/RTOR 0 64 0 0 Iume Lane Width 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N I N N 0 N N 0 N Parking/hr Bus sto s/hr 0 0 0 0 0 file:HC:\VVINDOWS\TEMP\s2k93BB.TNV 3/4/02 Short Report Page 2 oT. Unit Extension 13.0 1 13.0 1 1 3.0 1 3.0 3.0 Phasing EB Only 02 03 04 NB Only Thru 07 08 Only G = G = G = G = G G G = G = Timing 18.0 30.0 24.0 Y = 4 Y = Y = Y = Y = 4 Y = 4 Y = Y = Duration of Analysis Cycle Length C - 84.0 hrs = 1.00 Lane Group Ca aci , Control Delay, nd LOS Determination EB WB NB SB d'. flow rate 119 180 621 969 779 Lane groupcap. 750 346 645 2493 1031 /c ratio 0.16 0.52 0.96 0.39 0.76 Green ratio 0.21 10.21 0.36 0.69 10.29 Unif. delay dl 26.8 29.2 126.5 5.5 127.3 Delay factor k 0.50 0.50 1050 0.50 10.50 Increm. delay d2 0.5 5.6 143.7 0.5 15.3 . PF factor 1.000 11.000 11.000 1.000 1.000 Control delay 27.3 34.8 70.2 6.0 32.7 Lane group LOS C C E I A C Apprch. delay 31.8 31.0 32.7 Approach LOS C C C Intersec. delay 31.6 Intersection LOS C HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1b file://C:\WINDOWS\TEMP\s2k93BB.TMP 3/4/02 r r r r r Exhibit 14 Capacity Analysis Worksheets Route 5 at 1-291 Eastbound Ramps and Route 30 r r r r r r 1 r ! ! ! ! ! ! ! ! ! ! ! ! ! ! am a Short Report Page 1 of Z SHORT REPORT General Information Site Information Analyst gency or BUBARIS TRAFFIC Intersection Co. ASSOCIATES rea Type All other areas Date 31312002 Jurisdiction SOUTH WINDSOR, Performed CT Time 2003 Analysis 2003 Period BACKGROUND AM Year PEAK HOUR Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 1 0 1 1 0 1 2 1 1 2 0 Lane group L T L TR L T R L T Volume v h 365 57 359 46 28 35 798 98 11 801 % Heavy veh 0 0 0 0 0 0 0 0 0 0 PHF 0.90 0.90 10.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ctuated P/A P P I P P P P P P P P Startu lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 12.0 2.0 2.0 2.0 2.0 12.0 2.0 Arrival ty o 3 3 13 3 3 3 3 13 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR 6 0 7 0 120 0 Volume Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr file://C:\WINDOWS\TEMP\s2kD248.TNW 3/4/02 Short Report Page 2 of Z Bus sto s/hr 0 0 1 10 1 0 1 1 0 1 0 1 0 1 0 1 0 Unit Extension 3.0 3.0 1 13.0 13.0 3.0 13.0 13.0 13.0 3.0 Phasing EB Only WB 03 04 Excl. Thru & 07 08 Only Left RT G = G G = G = - G = G = G G = Timing 12.0 20.0 5.0 21.0 Y = 5 Y = 5 Y jY = IY = 3 Y = 4 ly = I Y = Duration of Analysis Cycle Length C = 75.0 hrs = 1.00 Lane Group Ca aci , Control Delay, and LOS Determination EB WB NB SB d'. flow rate 406 63 399 74 39 887 87 12 890 Lane group cap. 560 304 481 483 120 1011 452 120 1011 /c ratio 0.73 0.21 0.83 0.15 10.32 0.88 0.19 0.10 0.88 Green ratio 0.16 0.16 0.27 0.27 10.07 0.28 0.28 10.07 0.28 Unif. delay dl 29.9 27.4 25.9 21.0 133.4 25.8 20.5 132.9 25.8 Delay factor k 0.50 0.50 1 0.50 0.50 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 8.3 1.5 17.2 0.7 7.2 112.1 0.9 1.7 12.4 PF factor 1.000 1.000 11.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 38.3 128.9 43.1 21.7 40.6 37.8 21.5 34.6 38.2 Lane group LOS D C D C D D C C D Apprch. delay 37.0 39.8 36.5 38.1 Approach LOS D D D D Intersec. delay 37.7 Intersection LOS D HCS2000TM Copyright 0 2000 University of Florida,All Rights Reserved Version 4.1b file:HC:\WINDOWS\TEMP\s2kD248.TND 3/4/02 Short Report Page 1 of Z SHORT REPORT General Information Site Information Analyst gency or BUBARIS TRAFFIC Intersection Co. ASSOCIATES rea Type All other areas Date 3/3/2002 Jurisdiction SOUTH WINDSOR, Performed CT Time 2003 Analysis 2003 Period BACKGROUND PM Year PEAK HOUR Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 1 0 1 1 1 0 1 2 1 1 2 0 Lane group L T I L TR L T R L T Volume v h 520 191 1166 15 15 77 1896 188 18 650 % Hea veh 0 0 10 0 0 0 10 0 0 0 PHF 0.90 0.90 0.90 0.90 0.90 0.90 10.90 0.90 0.90 0.90 Actuated P/A P P P P P P. P P P P Startup lost time 2.0 2.0 2.0 2.0 2.O 2.0 2.0 2.0 2.0 Ext. eff. reen 2.0 2.0 2.0 2.0 2.0 12.0 2.0 2.0 2.0 Arrival type 3 13 3 3 3 3 3 3 3 Unit Extension 3.0 13.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR 0 0 7 0 20 0 Volume Lane Width 12.0 12.0 112.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking I N 0 N N 0 N N 0 N N 0 N Parking/hr file:HC:\WINDOWS\TEMP\s2kE18C.TNT 3/4/02 M � M ' � M Short Report Page 2 oll Bus sto s/hr 0 #3. 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EB Only WB3 04 Excl. Thru & 07 08 OnIv Left RT G = G = G = G = G = G = G = G = Timing 14.0 14.0 7.0 23.0 IY = 5 Y = 5 Y IY = IY = 3 Y = 4 IY = IY = Duration of Analysis Cycle Length C = 75.0 hrs = 1.00 Lane Group Ca aci , Control Delay, and LOS Determination EB WB NB SB d'. flow rate 578 212 184 26 86 996 187 20 722 Lane group cap. 654 355 337 336 168 1107 495 168 1107 /c ratio 0.88 0.60 0.55 0.08 0.51 0.90 0.38 0.12 0.65 Green ratio 0.19 0.19 0.19 0.19 0.09 0.31 0.31 0.09 0.31 Unif. delay d1 29.7 27.9 127.6 25.2 32.4 24.9 20.4 31.2 22.5 Delay factor k 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 19.2 7.4 6.4 0.4 111.1 13.6 2.2 1.4 3.0 PF factor 1.000 1.000 1.000 1.000 11.000 1.000 1.000 11.000 1.000 Control delay 48.9 35.4 34.0 25.6 43.5 38.5 22.6 32.6 25.6 Lane group LOS D I D C I C D D C C I C Apprch. delay 45.3 33.0 36.5 25.8 roach LOS D C D C Intersec. delay 35.9 Intersection LOS D HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1b file://C:\WINDOWS\TEMP\s2kE18C.TND 3/4/02 Short Report Page 1 of 2 SHORT REPORT General Information Site Information Analyst Intersection gency or BUBARIS TRAFFIC Area Type All other areas o. ASSOCIATES urisdiction SOUTH WINDSOR, Date 3/3/2002 CT Performed Analysis ime Period 2003 COMBINED ear 2003 AM PEAK HOUR Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 1 0 1 1 0 1 2 1 1 2 0 Lane group L T L TR L T R L T Volume Cy ph) 365 57 359 146 28 35 1798 98 11 1801 % Heavy veh 0 0 1.0 0 0 0 0 0 0 0 PHF 6.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Actuated P/A P P I P P P P P P P P Startup lost time 2.0 2.0 12.0 2.0 12.0 2.0 2.0 12.0 2.0 Ext. eff. green 2.0 2.0 12.0 2.0 12.0 2.0 12.0 2.0 2.0 rrival type 3 3 13 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 13.0 3.0 1 3.0 3.0 3.0 13.0 Ped/Bike/RTOR Volume 0 0 0 7 0 20 Lane Width 12.0 12.0 112.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus sto s/h r 10 10 0 0 0 0 01 0 10 3/4/02 file://C:\WINDOWS\TEMP\s2kF058.TMP M M M M M w M M M M M M = or = Short Report Page 2 0 Unit Extension 13.0 3.0 13.0 3.0 1 .3.0 13.0 3.0 13.0 3.0 Phasing EB Only WB 03 04 Excl. Thru & 07 08 Only Left RT G = G = G = G = G = G = G = G = Timing 12.0 120.0 15.0 21.0 IY = 5 Y = 5 Y = I Y = 3 Y = 4 ly = Y = Duration of Analysis Cycle Length C = 75.0 hrs = 1.00 Lane Group Ca aci , Control Delay, and LOS Determination EB WB NB SB d'. flow rate 406 63 399 74 39 887 87 12 890 Lane group cap. 560 304 481 483 120 1011 452 1120 1011 /c ratio 0.73 10.21 0.83 0.15 0.32 0.88 0.19 0.10 0.88 Green ratio 0.16 0.16 0.27 0.27 1 0.07 0.28 0.28 0.07 0.28 Unif. delay dl 29.9 27.4 25.9 21.0 33.4 25.8 20.5 32.9 25.8 Delay factor k . 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 8.3 1.5 117.2 0.7 17.2 12.1 0.9 11.7 12.4 PF factor 1.000 1.000 11.000 1.000 11.000 1.000 1.000 11.000 1.000 Control delay 38.3 28.9 43.1 21.7 40.6 7. 21.5 34.6 38.2 Lane rou LOS D C D C D :fD C C D Apprch. delay 37.0 39.8 36.5 38.1 Approach LOS D D D D Intersec. delay 37.7 Intersection LOS D HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1b file://C:\WINDOWS\TEMP\s2kF058.TN P 3/4/02 Short Report Page 1 or2 SHORT REPORT General Information Site Information nalyst Intersection gency or BUBARIS TRAFFIC Area Type All other areas Co. ASSOCIATES SOUTH WINDSOR, Date 31312002 urisdiction CT Performed Analysis Time Period 2003 COMBINED Year 2003 PM PEAK HOUR Volume and Timing Input EB W13. NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 1 0 1 1 0 1 2 1 1 2 0 Lane group L T L TR L T R L T olume v h 520 191 1166 15 15 177 896 188 18 650 % Heavy veh 0 0 10 0 0 10 0 0 10 0 PHF 0.90 0.90 10.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Actuated P/A P P I P P P P P P P P Startup lost time 2.0 2.0 12.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 13 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR 0 0 7 0 20 0 Volume Lane Width 12.0 112.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 10 N N 0 N N 0 N N 0 N Parking/hr Bus sto s/hr 0 0 0 0 0 0 0 0 0 3/4/02 file:HC:\WINDOWS\TEMP\s2kF25B.TNT I Short Report Page 2 M Unit Extension 12.0 3.0 13.0. 3.0 3.0 13.0. 3.0 13.0 3.0 Phasing EB Only WB 03 04 Excl. Thru & 07 08 Only Left RT G - G = G = G = G = G = G = G = Timing 14.0 14.0 17.0 123.0 Y = 5 Y = 5 Y IY = 3 Y = 4 Y I Y = Duration of Analysis, Cycle Length C = 75.0 hrs = 1.00 Lane Group Ca aci , Control Delay, and LOS Determination EB WB NB SB d'. flow rate 578 212 184 26 86 996 187 20 722 Lane group cap. 654 355 337 336 168 1107 495 1168 1107 /c ratio 0.88 0.60 10.55 0.08 10.51 0.90 0.38 10.12 0.65 Green ratio 0.19 0.19 0.19 0.19 10.09 0.31 0.31 0.09 10.31 Unif. delay dl 29.7 27.9 27.6 25.2 32.4 24.9 20.4 31.2 22.5 Delay factor k 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 19.2 7.4 16.4 0.4 11.1 13.6 2.2 1.4 3.0 PF factor 1.000 1.000 1.000 1.000 11.000 1.000 1.000 11.000 1.000 Control delay 48.9 35.4 34.0 25.6 43.5 38.5 22.6 32.6 25.6 Lane group LOS D D C C D D C C C Apprch. delay 45.3 33.0 36.5 25.8 Approach LOS D C D C Intersec. delay 35.9 Intersection LOS D HCS2000TM Copyright C 2000 University of Florida,All Rights Reserved Version 4.1b file://C:\V4NDOWS\TEMP\s2kF25B.TMP 3/4/02 ' Exhibit 15 Capacity Analysis.Worksheets Route 5 at Burnham Street i rage 1 IM � Short Report SHORT REPORT General Information Site Information nalyst Agency or BUBARIS TRAFFIC Intersection Co. ASSOCIATES rea Type All other areas Date 314102 urisdiction SOUTH WINDSOR, Performed CONNECTICUT 2003 Analysis 2003 Time riod BACKGROUND AM Year Period PEAK HOUR Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Lane group LTR LTR L TR I L TR Volume v h 32 1 7 54 96 127. 86 38 1813 125 317 11240 20 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Actuated P/A P P P P P P P P P I P P P Startup lost time 2.0 2.0 2.0 2.0 12.0 2.0 Ext. eff. green 2.0 . 2.0 2.0 2.0 2.0 2.0 Arrival type 3 1 3 13 3 3 3 Unit Extension 3.0 13.0 13.0 3.0 3.0 3.0 Ped/Bike/RTOR 0 0 0 18 0 25 0 0 Volume Lane Width 12.0 12.0 12.0 112.0 12.0 112.0 Parking/Grade/Parking N 0 N IN 0 N N 10 IN N 0 N Parking/hr '� file:HC:\WINDOWS\TEMP\s2k7305.TND 3/4/02 Short Report Page 2 of z Bus sto s/hr 10 1 1 10 0 1 0 1 0 1 0 Unit Extension 13.0 1 1 13.0 1 13.0 13.0 1 13.0 1 3.0 Phasing EW 02 03 04 SB Only NB Only Thru & 08 Perm RT G = G = G = G = G G G G = Timing 20.0 20.0 8.0 20.0 Y = 5 Y = Y = Y = Y = 4 Y = 4 1 Y = 4 Y = Duration of Analysis Cycle Length C = 85.0 hrs = 1.00 Lane Group Ca aci , Control Delay, and LOS Determination EB WB NB SB d'..flow rate 104 213 42 1014 352 1400 Lane group cap. 353 343 170 1337 425 1695 /c ratio 0.29 0.62 0.25 0.76 0.83 0.83 Green ratio 0.24 0.24 0.09 0.38 0.24 0.47 Unif. delay dl 26.7 29.1 35.7 23.1 30.9 19.5 Delay factor k 0.50 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 2.1 8.5 3.5 4.2 19.2 5.0 PF factor 1.000 1.000 1.000 1.000 11.000 1.000 Control delay 128.8 37.6 39.2 27.3 50.1 24.4 Lane group LOS C D D C D C Apprch. delay 28.8 37.6 27.8 29.6 Approach LOS G D I C I C Intersec. delay 29.5 Intersection LOS C 7 C 2000TM Copyright C 2000 University of Florida,All Rights Reserved Version 4.1b file.//C.\WINDOWS\TEMP\s 2k7305.TNV 3/4/02 rr �r rr rr rr �r r rr �r rr rr ri r r r r Short Report Magme 1 0 �r SHORT REPORT General Information Site Information Analyst gency or BUBARIS TRAFFIC Intersection Co. ASSOCIATES rea Type All other areas Date 314102 Jurisdiction SOUTH WINDSOR, Performed CONNECTICUT 2003 nalysis 2003 Time BACKGROUND PM Year Period PEAK HOUR Volume and Timing In ut EB WB NB SB LT TH RT LT ITH RT LT TH RT LT ITH RT Num. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Lane groupLTR LTR 11L TR L TR Volume v h 51 4 20 77 6 104 163 1006 92 181 1194 50 % Heavy veh 0 0 0 0 0 0 10 0 0 10 0 0 PHF 0.90 0.90 0.90 0.90 0.90 0.90 10.90 0.90 0.90 10.90 0.90 0.90 Actuated P/A P P P IP P P IP P P IP P P Startup lost time 2.0 2.0 2.0 2.0 12.0 2.0 Ext. eff. green 2.0 2.0 12.0 2.0 120 2.0 Arrival type o 3 3 13 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR 0 0 0 18 0 25 0 0 Volume Lane Width 12.0 12.0 112.0 12.0 112.0 12.0 Parking/Grade/Parking N 0 N IN 0 N N 0 N N 0 N Parking/hr file:HC:\WIND0WS\TEMP\s2k626C.TMP 3/4/02 w r M low r Short Report Page 2oTIBus sto s/hr 10 0 1 10 0 0 1 0 , Unit Extension 13.0 13.0 1 13.0 1 3.0 3.0 3.0 Phasing EW 02 03 04 SB Only NB Only Thru & 08 Perm RT G = G = G = G = G = G = G = G = Timing 20.0 20.0 8.0 20.0 Y = 5 Y = Y = Y = IY = 4 Y = 4 1 Y = 4 Y = Duration of Analysis ycle Length C = 85.0 hrs = 1.00 Lane Group Ca aci , Control Delay, and LOS Determination EB WB NB SB d'. flow rate 83 189 70 1192 201 1383 Lane group cap. 309 344 170 1346 1425 1688 /c ratio 0.27 0.55 0.41 0.89 10.47 0.82 Green ratio 0.24 0.24 0.09 0.38 0.24 0.47 Unif. delay dl 26.5 1 28.5 36.3 24.8 28.0 19.4 Dela factor k 0.50 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 2.1 6.3 7.4 9.9 13.8 4.8 PF factor 1.000 1.000 1.000 1.000 11.000 1.000 Control delay 128.7 134.9 43.6 34.7 31.8 24.2 Lane group LOS C C D C C C rch. delay 28.7 34.9 35.2 25.1 Approach LOS C I C D I C Intersec. delay 29.9 Intersection LOS C HCS2000TM Copyright C 2000 University of Florida,All Rights Reserved Version 4.1b file://C:\WINDOWS\TEMP\s2k626C.TNU 3/4/02 rr rr ar r r r� r r r r r r r rr rr rr �r rr Short Report Page 1 To SHORT REPORT General Information Site Information nalyst Intersection Agency or BUBARIS TRAFFIC Area Type All other areas Co. ASSOCIATES SOUTH WINDSOR, Date 314102 Jurisdiction CONNECTICUT Performed Analysis Time Period 2003 COMBINED Year 2003 AM PEAK HOUR Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Lane group LTR LTR L TR L TR Volume v h 32 7 54 1108 27 186 38 813 163 317 11240 20 % Heavy veh 0 0 0 0 0 0 0 0 0 0 10 0 PHF 0.90 0.90 0.90 0.90 0.90 0.90 10.90 0.90 0.90 0.90 0.90 0.90 Actuated P/A P P P P P P P P P P P P Startup lost time 2.0 1 2.0 12.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 12.0 2.0 2.0 2.0 Arrival type 3 3 13 3 3 3 Unit Extension 3.0 3.0 13.0 3.0 13.0 3.0 Ped/Bike/RTOR 0 0 0 18 0 25 0 0 Volume Lane Width 12.0 12.0 112.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus sto s/hr 1 10 0 0 0 0 0 file://C:\WINDOWS\TEMP\s2k413A.TN P 3/4/02 MI M r ® l� Short Report Page 2 0 Unit Extension 13.0 1 1 13.0 1 13.0 13.01 3.0 3.0 Phasing EW 02 03 04 SB Only NB Only Thru & 08 Perm RT G = G - G _ G = G = G = G = Timing 20.0 G 20.0 8.0 20.0 Y = 5 Y = Y I Y = Y = 4 Y = 4 ly = 4 Y = Duration of Analysis Cycle Length C = 85.0 hrs = 1.00 Lane GroupCa aci , Control Dela , and LOS Determination EB WB NB SIB d'. flow rate 104 226 42 1056 352 1400 Lane group cap. 351 340 1170 1330 1425 1695 Ic ratio 0.30 0.66 0.25 0.79 10.83 0.83 Green ratio 0.24 0.24 0.09 0.38 10.24 0.47 Unif. delay d1 26.7 29.5 1 35.7 23.6 30.9 19.5 Delay factor k 0.50 0.50 0.50 0.50 0.50 0.50 Increm. delay d2 2.2 10.3 3.5 5.1 19.2 5.0 PF factor 1.000 1 1.000 1.000 1.000 ii.000 1.000 Control delay 28.9 39.8 39.2 128.7 50.1 24.4 Lane group LOS C D D I C D C Apprch. delay 28.9 39.8 29.1 29.6 Approach LOS C I D C C Intersec. delay 30.1 1 Intersection LOS C HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1b 3/4/02 file://C:\WINDOWS\TEMP\s2k413A.TMP Short Report Page 1 011 SHORT REPORT General Information Site Information Analyst Intersection gency or BUBARIS TRAFFIC Area Type All other areas Co. ASSOCIATES SOUTH WINDSOR, Date 314102 urisdiction CONNECTICUT Performed Analysis Time Period 2003 COMBINED Year 2003 PM PEAK HOUR Volume and Timing In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Lane group LTR LTR L TR L TR Volume v h 51 14 20 101 1 6 104 63 1006 94 181 11194 50 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.90 0.90 0.90 0.90 0.90 0.90 10.90 0.90 0.90 0.90 0.90 0.90 Actuated P/A P P P P P P I P P P P P P Startup lost time 2.0 2.0 12.0 2.0 12.0 2.0 IExt. eff. reen 2.0 2.0 2.0 2.0 2.0 2.0 rrival t o 3 3 3 3 3 3 nit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR 0 0 0 18 0 25 0 0 Volume Lane Width 12.0 12.0 112.0 12.0 112.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus sto s/hr 10 174 1 0 1 0 1 0 0 0 3/4/02 file:HC:\WINDOWS\TEMP\s2k3189.TN P Short Report Page 2 of 2 Unit Extension 1 13.0 13.0 3.0 1 3.0 1 13.0 3.0 Phasing EW 02 03 04 SB Only NB Only Thru & 08 Perm RT G G = G = G = G = G = G = G = Timing 22.0 18.0 8.0 20.0 Y = 5 Y = Y = Y = Y = 4 Y = 4 1 Y = 4 Y = Duration of Analysis Cycle Length C = 85.0 hrs = 1.00 Lane Group Ca aci , Control Delay, and LOS Determination EB WB NB SB d'. flow rate 83 215 70 1195 201 1383 Lane group cap. 342 371 170 1346 382 1604 /c ratio 0.24 0.58 0.41 0.89 10.53 0.86 Green ratio 0.26 0.26 0.09 0.38 10.121 0.45 Unif. delay dl 24.9 27.5 36.3 24.8 29.7 21.1 Delay factor k 0.50 1 0.50 10.50 0.50 0.50 0.50 Increm. delay d2 1.7 6.6 7.4 10.1 5.2 6.8 PF factor 1.000 1.000 1.000 1.000 11.000 1.000 Control delay 26.6 34.1 43.6 34.9 34.9 28.0 Lane groupLOS C C D I C C Ic Apprch. delay 26.6 34.1 35.4 28.9 Approach LOS C C I D C Intersec. delay 31.8 Intersection LOS C HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1b file://C:\WINDOWS\TEMP\s2k3189.TNU 3/4/02 ' Exhibit 16 Capacity Analysis Worksheets Burnham Street at DST Output Inc. South Site Drive t Two-Way Stop Control Page 1 of 3 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Intersection Agency/Co. BUBARIS TRAFFIC . SOUTH WINDSOR, ASSOCIATES Jurisdiction CONNECTICUT Date Performed 31312002 Analysis Year 2003 Analysis Time Period 2003 COMBINED AM PEAK HOUR Project Description East/West Street: BURNHAM STREET North/South Street: DST OUTPUT INC. SOUTH SITE DR Intersection Orientation: East-West Study Period hrs : 1.00 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 38 449 0 49 209 13 Peak-Hour Factor, 0.90 0.90 0.90 0.90 0.90 0.90 PHF Hourly Flow Rate, HFR 42 498 0 0 232 14 Percent Heavy 0 __ __ 0 Vehicles Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT I I I i TR Upstream Signal 0 0 file://C:\WIND0WS\TEMP\u2k92B 1.TMP 3/4/02 Stop Control Page 2 0 mm m m m m m m or m Two-Way p Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume 0 392 5 4 148 12 Peak-Hour Factor, 0.90 0.90 0.90 0.90 0.90 0.90 PHF HourlyFlow Rate, HFR 0 0 0 4 0 13 Percent Heavy 0 0 0 0 0 0 Vehicles Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v h 42 17 C m NO) 1332 606 /c 0.03 0.03 95% queue length 0.10 0.01 Control Delay7.8 1 B LOS A 8 roach Delay 11.1 roach LOS -- -- 8 HCS200OTM Copyright©2000 University of Florida, All Rights Reserved Version 4.1b file://C:\WINDOWS\TEMP\u2k92B 1.TMP 3/4/02 Two-Way Stop Control Page 1 of 3 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Intersection Agency/Co. BUBAR/S TRAFFIC SOUTH WINDSOR, ASSOCIATES Jurisdiction CONNECTICUT Date Performed 31312002 Anal sis Year 2003 Analysis Time Period 2003 COMBINED PM PEAK HOUR Project Description East/West Street: BURNHAM STREET North/South Street: DST OUTPUT INC. SOUTH SITE DR Intersection Orientation: East-West Study Period hrs : 1.00 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume 2 277 0 49 187 0 Peak-Hour Factor, 0.90 0.90 0.90 0.90 0.90 0.90 PHF Hourly Flow Rate, HFR 2 307 0 0 207 0 Percent Heavy 0 __ __ 0 Vehicles Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration I LT TR Upstream Signal 0 0 file:HC:\WINDOWS\TEMP\u2kA031.TMP 3/4/02 Two-Way Stop Control Page 2 of 3 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 392 5 8 148 24 Peak-Hour Factor, 0.90 0.90 0.90 0.90 0.90 0.90 PHF Hourly Flow Rate, HFR 0 0 0 8 0 26 Percent Heavy 0 0 0 0 0 0 Vehicles Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th; and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v h 2 34 C m v h 1376 733 lc 0.00 0.05 95% queue length 0.00 0.15 Control Delay 7.6 10.2 LOS A 8 Approach Delay 10.2 roach LOS -- -- B HCS2000TM Copyright C 2000 University of Florida, All Rights Reserved Version 4.1b file:HC:\WINDOWS\TEMP\u2kA03I TNIP 3/4/02 a�wN sf� 9 � 0-pSa� ?d&U&Olt 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 soR CO TELEPHONE (860) 644-2511 March 11,2002 Design Professionals,Inc. 165 South Satellite Road � O South Windsor, CT 06074 D Attn: Peter DeMallie WOW Re: ta c-b cf Dear Mr.DeMallie: The South Windsor Water Pollution Control Authority,at its regular meeting of March 5,2002,gave approval for the connection to the Town's sewerage system of a commercial expansion, located at 125 Ellington Road, South Windsor,CT,as more specifically shown on plans entitled"Topographic Plan", prepared by Design Professionals,Inc.,Job No.02-1567,Drawing No. 10,dated 1-2002,with revisions dated 2-28-02,3-5-03,and subject to the following conditions: 1. Technical approval of the Town of South Windsor 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, Jdieph J.Carino.Chairman Water Pollution Control Authority JJC/dd CC: Matthew Galligan,Town Manager Michael J. Gantick,Director of Public Works Jeffrey Doolittle,Town Engineer Marcia Banach,Director of Planning John Collins, Chief Building Inspector DST Realty.Connecticut,Inc. MAR 1 4 2002 SOUTENGINES WINDSpR RING DEPT. IMBOURGEOIS & SHAW, INC. April 11, 2002 Town of South Windsor 1540 Sullivan Avenue South Windsor, CT 06074 Attention: Mr. Jeff Doolittle,P.E. Town Engineer Subject: DST Output Technologies Project South Windsor, CT Emergency Phone List Gentlemen: Per your request we are providing a list of emergency contact phone numbers pertaining to the above referenced project. The home phone numbers should be considered confidential information. Bob Loos, Project Superintendent Cell Phone (during business hours) 860-250-0197 Home Phone 860-623-1550 John Lynd, General Superintendent Office Phone (during business hours)860-658-0448 Cell Phone 860-250-9181 Home Phone 860-379-4324 Steven Garrity, President Office Phone (during business hours) 860-658-0448 Cell Phone 860-250-9179 We have attached an original copy to be forwarded to Police Services. Thank you for your attention to this concern. Sincerely yours, Brian P. Kennedy, P.E. cc: JED-PF 132 FIRETOWN ROAD, SIMSBURY,, CT. 06070-1939 (860) 658.0448 FAX(860) 651.5677 An Equal Opportunity Employer MEMORANDUM To: Marcia Banach, Director of Planning From: Jeffrey B. Doolittle, P.E., Town Engineer (� Date: 3/14/02 J RE: App 02-07P, DST Output Site Plan I have reviewed the site plan for DST Output and have the following comments: z There are several places on the plans where two or more texts overlap making ern difficult to read. For example, the be hg and distance on the easement on Sheeand the label for the gravel access driv on sheet 9. Please fix the text labels. Sheet 9 has labels for 4 existing trees near Ellington Road that are not shown. On Sheet 10, show a saw cut and patch of existing pavement in the parking lot where the 68 LF of 15" RCP connects the existing CB with the Proposed CB. w" �" ., Ft 34 � Y Suggest concrete curbing be included along the proposed 25 ft access drive and loading area. The existing site drives and parking areas all have concrete curb. Also, the c C o proposed southern loading area will be subject to flooding during a 25 year (or greater) ` ` P✓ v, storm event(El. 57). Curbing can reduce the extent of flooding during these storms. The area between the drainage swale and the adjacent'property of Theresa Coughlin near the southeast comer of the site will be subject to flooding during large storms (El. 58). Continue the top of the berm at elevation 60 in this area to keep flood waters in the swale and on site. A large area to the east of the proposed parking area,that includes the proposed jogging path, will be subject to flooding during the 10 year (or greater) storm events (El. 56.6). Suggest the jogging path be raised above elevation 58 in this area so the flood waters do not overtop the path. This will keep flood waters west of this path, and in the swale. -/Show another construction entrance pad at the northern end of the proposed 25 foot bituminous driveway. Revise the detail for the jogging path to show 6" of compacted stone dust or 3 inches of 0 U compacted stone dust on 3 inches of compacted Gravel, DOT Gradation C. Also include a note to grade a slight crown in the jogging path so water drains off to the sides. CA, �s Revise the detail for the Pavement Cross Section so is calls out 8" Process Aggregate Base, 3" Bituminous Concrete Pavement, and 8"of concrete with reinforcement or wwf. I have questions about the tree placement near the proposed generator building and near the proposed parking area. Please call me (x 245) if you have any questions. E tOwN sf� O S � SotdA 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 SoR.co TELEPHONE (860) 644-2511 March 18, 2002 Certified#70001670000775517597 IlEcENED MAR 2 2 2002 Design Professionals, Inc. Attn: Peter DeMallie ENS NE RING DE T 165 South Satellite Road South Windsor, CT 06074 RE: R-l,D&T e 1 ' Z eeftsterl f F,11ington-Road and southerly of I-291 at 125 Ellington Road, I-291 Corridor Development zone To Whom It May Concern: At the March 6, 2002 regular meeting, the Inland Wetlands Agency/Conservation Commission approved application#02-07P—DST Realty—Inland Wetland/Conservation Commission application for the construction of an industrial building, stormwater structures, parking and associated improvements on property located easterly of Ellington Road and southerly of I-291 at 125 Ellington Road(Assessor's Map#5 and 6,parcel #, 22, 23, 24, 25, 26 and 27) I-291 Corridor Development zone. This approval is subject to the following conditions: 1. One blueprint copy of the entire set of plans and this letter reproduced thereon, must be submitted to this Commission. This must be completed within 65 days of - approval prior to any construction activity on the site. Plans submitted to Planning &Zoning Commission shall be considered having met this requirement. 2. The application shall indemnify and hold harmless the Town of South Windsor against any liability, which might result from the proposed operation or use. 3. The permit is valid for five years and shall expire on March 6, 2007. It is the landowner(s)/applicant(s) responsibility to track expiration dates and notify the Commission of a renewal request at least 65 days prior to expiration. 4. All approvals required must be obtained and submitted prior to any activity on the site. 5. A contact person shall be identified on the plans. DST Realty March 18, 2002 Page 2 6. Beech trees to be located and mapped on the plans. 7. Installation of plantings in the swale to be supervised by the consulting Environmental Scientist and should not be planted until weather permitting 8. East of the existing detention basin should be mowed only once every two years. 9. We recommend a bond in the amount of$5,000 be submitted to the Planning & Zoning Commission to ensure compliance with the Erosion and Sedimentation Control Measures. 10. We recommend a bond in the amount of$10,000 be submitted to the Planning & Zoning Commission to ensure establishment of the swale and plantings. Very truly yours, INLAND WETLANDS AGENCY/ CONSERVATION COMMISSION Elizabe A. Warren, Chairperson EW:dr cc: Chief Building Official Town Engineer DST Realty TG�� 0-le slotdi-I V&Zd4ot 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 SOR.Co TELEPHONE(860) 644-2511 CERTIFIED MAIL Mr. Peter DeMallie Design Professionals, Inc. 165 South Satellite Road RECEIVED South Windsor, CT 06074 MAR 2 1 2002 Re bftl t Expansion SOUTH WINDSCR ENGINEERING DEPT. Mr. DeMallie: We are pleased to advise you that the Planning & Zoning Commission voted on March 19, 2002, to approve with modifications the above referenced application for a Site Plan of Development. This approval is for the construction of approximately 112,000 square foot addition on 47.31 acres at DST Output facility, on property located at 125 Ellington Road, I-291 CD Zone as shown on plans prepared by Design Professional, Inc., Job No. 02-1567, dated March 5, 2002, 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$5,000.00 for erosion & sediment control, and a bond in the amount of$10,000.00 for swale plantings. 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. Landscape bond in the amount of$10,000.00 is required and must be submitted prior to filing of mylars. 6. All plans used in the field by the developer must bear the stamp and authorized signLture of the Town of South Windsc.r. 7. A State Traffic Commission certificate is required, and no building permits will be issued until the certificate has been issued (per CGS § 14-311). 8. The building street number must be included on the final plan. 9. The Town Engineer's review comments dated March 14, 2002, must be addressed to the Town Engineer's satisfaction. 10. If a curb cut is not granted by the Town of East Hartford, the driveway to Burnham Street must be removed from the plans. 11. Staff review and approval are required prior to stockpiling and/or placement of excess fill material (from RT5/RT30 reconstruction). 12. A parking waiver of 89 spaces is granted. 13. Any/all dumpsters must be on concrete pads and screened. Black and white transparent mylars of Sheet #4, 5, 6, and 7 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. Very truly yours, Kevin McCann, Chairman Planning and Zoning Commission KMcC/kag cc: .Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal HAPlanning Department\Gaetano\pzc\02 Actions\02-07P DST Output Facility.doc M��L- _ce�/�'"btw+� !�c��'____..�u_—�-1�ISctt:�/'-6pcY_,____T._.__.__.___.-_.,_—__._-._.____- �tlt TOWN OF SOUTH WINDSOR INSPECTION REPORT PROJECT: DEVELOPER: STREET: CONTRACTOR: DATE: o /a TIME: WEATHER: �•�� INSP: TRACY A.LAPIENE WORK IN PROGRESS: AREA OF CONCERN: olt !/_�,+�� 7S'G"lr'�-L �C 4�t a�.�G 1•' SPECIAL INSTRUCTIONS: TOWN OF SOUTH WIIVDSOR INSPECTION REPORT s , w. �i � rite (iC�-t✓„�.- �O.� �.n CsX+L �-ey p�G✓i .iJ►.,.,- 1 rw. nrsa Qoe ,1 y. _ ,n TOWN OF SOUTI WINpSOR STAFF SITE,ChiANGE FOR` SITE & SUBDIVISION xe GENERAL: CHANGE ORDER CONTACT PERSONS I;n tie sew Phone No. k r(1 Address Dtt' 16 y . w�e)X+�� . �t d 3V+r c y 06y'7V Site Name oMrr�1 corr*K. � .� P&Z No. �4- ' Owner '�n 3 C`.a r -�r .w Phone No. X.1?,- 0 6 a? Contractor 7 w �+ : e•� Signature of Owner .•ti R Date: if Signature of Design Engr. Date: It ilsl CHANGE: {Describe location and nature f change. :Include Four 4 ) copies of plan/profile of Change. ) f 5la3aC rt '� r ` cry �.cwrt* ��g.i 's�'"'NM • J,SX1 . Reason for Change: (Why is change required) �Q t'.l tew�.ti.'v�l► Ehi7 '6#dl'!` ChYa.� '�1� 4r,�tn+ts �P �Ow�rt l'��t^ �`+i�► `�wf_f, t 1rztvft� Vtr�,r.S Iw3`�`rl� E+ + 5tira rill !'t+s*� x�l� C AP OVALS (As Required) Dr. 'Of Planning Date: Town Engineer Date: r Dir. of Public W rks Date: s Other: �. � flf �11, ��► i�v�l Date: l I /!u�or STAFF COMMENTS: White. -. Town Engineer Yellow - Applicant Pink Director'of Planning Goldenrod - Engineering Department