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Home My WebLink About05-62P DST Output Expansion IIISite Plan of Dev TOWN OF SOUTH WINDSOR PLANNING & ZONING COMMISSION APPLICATION FORM Application No: LOG011 - Official Receipt Date: Receipt No: APPLICANT: DST Realty Connecticut, Inc. PROJECT NAME:DST OUTPUT EXPANSION(PHASE III) ADDRESS: 333 West Eleventh St., Suite 101, Kansas City,MO 64105 OWNER OF RECORD ON LAND RECORDS: DST Realty Connecticut, Inc. ADDRESS: 333 West Eleventh St., Suite 101,Kansas City,MO 64105 COMPLETE LOCATION OF PROPERTY: 125 Ellington Road ASSESSOR'S MAP#5 PARCEL#27 ZONE I-291 CD NAME,ADDRESS, TEL&FAX#OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: Galen B. Semprebon,P.E.,Design Professionals,Inc., 165 South Satellite Road,South Windsor, CT 06074 Tel. (860)291-8755, Fax(860)291-8757 THIS APPLICATION IS FOR: (Check all that apply): F- Zone Change to _(Public Hearing required and Certified letter to abutters required) r- Subdivision/Resubdivision I— Open Space Subdivision(Public Hearing Required) r Subdivision l— Minor r Major r Resubdivision(Public Hearing Required) r- Minor 1-" Major l— Conditional Approval I— Special Exception to Article (Public Hearing, Certified letter to abutters required rw-o Site Plan of Development r- General Plan of Development Ir` Earth Fflling(Sec. 15)and/or Earth Removal(Sec. 14 - Public Hearing Required) l" Regulation Amendment: r" Zoning r- Subdivision (Attach proposed amendment) ii-" Temporary and Conditional Permit for r Major Home Occupation for f" 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 Co;ig4gna, ' . /Agent for Applicant /Agent for Owner S gnature of Applicant of Property Owner DESIGN PROFESSIONALS, INC. civil engineers ♦ planners ♦ surveyors gis ♦ gps ♦ landscape architects Traffic Statement DST Output 125 Ellington Road 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 258,000 S.F.building,and associated parking and loading areas. The proposed expansion consists of the construction of an addition of 43,316 S.F. The addition will be used to expand DST's production area. As part of the proposed expansion, additional parking areas are proposed. The proposed parking has been divided into two phases. The intent is to add only the amount of parking required to accommodate the staffing levels. The Phase I parking, which would be added as part of the building expansion, is located to the north of the existing main parking area, and consists of a net addition of 52 parking spaces. Phase H parking would be constructed to the east of the eastern parking lot located adjacent to the detention basin and water quality swale, and would result in a net addition of 59 parking spaces. The DST development was previously permitted through the STC, and will require a modification of the STC permit. Bubaris Traffic Associates previously prepared the STC application and report, and is in the process of preparing the modification to the permit. The traffic generation for the site was calculated by Bubaris Traffic Associates in the 3/5/02 report based on number of employees, and existing counts at the driveway. Projecting Bubaris Traffic Associates generation rates based on the projected number of employees during the two largest shifts (448), would result in an increase of traffic for the morning and afternoon peak hours of 35 and 18 vehicles respectively. A summary of the traffic generation rates is as follows: v 165 South Satellite Road,South Windsor,Connecticut 06074 Tel:(860)291-8755•Fax:(860)291-8757 Email:dpicivil@aol.com DESIGN PROFESSIONALS, INC. civil engineers ♦ planners ♦ surveyors gis ♦ gps ♦ landscape architects Table I Summary of site-generated traffic volumes Proposed Data Proposed Data Based on 389 Based on 448 Total Employees Employees New (1st&2nd shifts)* (1st&2nd shifts) Traffic A.M. Peak In 178 Hour Out 55 Total 233 268 35 P.M. Peak In 8 Hour Out 111 Total 119 137 18 * Info taken from Bubaris Traffic Associates report dated 3/5/02 The projected increase in traffic is very low, and is expected to have a negligible impact on the roadway system. This will be confirmed as part of the STC permitting, and all information transmitted to the STC as part of this permitting will be copied to the town for review and input by the town staff. 165 South Satellite Road,South Windsor,Connecticut 06074 Tel:(860)291-8755•Fax:(860)291-8757 Email:dpicivil@aol.com • DESIGN PROFESSIONALS, INC. civil engineers ♦ planners ♦ surveyors gis ♦ gps ♦ landscape architects Drainage Statement DST Output 125 Ellington Road 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 258,000 S.F. building,and associated parking and loading areas. As part of the previous development, a large detention pond and water quality swale was designed on the site. The pond has an outlet into the Route 30 storm drainage system. The pond and water quality swale were designed to accommodate up to 22.9 acres of impervious coverage on the site (see attached DST Output Drainage Report Summary dated March 2002). The existing site contains approximately 11.92 acres of impervious coverage. The proposed addition with the associated parking for both phase I and II will add approximately 80,000 S.F. of impervious coverage to the site with both the phase I and phase II parking added in. This will result in a total impervious coverage on the site after construction of both phases of parking of 13.76 acres. There is therefore ample capacity within the existing detention basin and water quality swale to accommodate the additional impervious coverage. Drainage calculations for the proposed pipe runs from the proposed parking lot to the existing storm drainage system are included herein. 165 South Satellite Road,South Windsor,Connecticut 06074 Tel:(860)291-8755•Fax:(860)291-8757 Email:dpicivil@aol.com 1 DST Output DRAINAGE REPORT SUMMARY March 2002 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 I-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 summary of the design flows is as follows: I• 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. e�somw��r�i � . . ��=� r::: srr w A=04'37'55" / ET No. 2262 R=1366.35 / / `� , N ` •• > L=110.46' ` - EX. I.P,-�0.12' SOUTH& 0.3 A ` 4 ,�5�45•, \ \\\ ` Q, T=55.26' r I � d� CORNER) ® , 1.2 Rcp �- \ CO PD X. M.S. / / /j' S d?Q42 aw 1 3F:58.85 ® $ Mai 25 ss.a plq TF: 60.29 � ^ ',;_ Rk/Nc PROP. CQdC. OMH INV IN:56.29\ \ 9 URB. ( ) 50 / f I V:55.80 xmv / TA--68:59 r INV UT:56.19 TF: 61.01 ; �- INV/_ - \\xr RfTgrN s>>a �� !/ INV 6. 7 - - -i /bc cb O / V/ _ �- t !TF:59.8 x tyq� \ N T 60�2()7 `� _ �' �' ARE aNrNc WAI /' 1 -`\ - _ _ IN"&.2fl PROP. C C aw Bd REMOI�E )N. A-'�8 / r l I r7 , _ _ _ S' ` REtvID RE AINING 1 TF: 59.49 P / _ IN 0lVT: 6 05\ WALE W1l l fs INV: 55.39 TF:� / ( - INV:55, / tTF�V6 .72 i N V: 5-5.33� EX, 18,. MAPLE / � ! - - `� � - - / f -\-AIW5.6.5.7 _ A REM a U SAWCUT D -OF- _ ,• � .-58.53 PA\7EMEN SAL �j 1 IHV:'54.99 -iD-M09.\ 4 I C r j � - _ l _ - - � ! _ - JOINT- -� T F. -11N 797 ( E 24'` MAPLE r, !- - �\ _ -i - _ -� L - J TH / INSTALL H DICAP SIGN AND PAVEMENT MARKING R) �-�' (PHASE 11) \ TF: 59.32 INV:55.72 !- -_ / L / EXISTING \\ �\ _, _ i _ !- - TF,6S459V- - - _ - ' l-i- _ - �TF�59.94 - -� - / TF:58.34 HANDICAP SIG i / MID.) lNV•5 7� I t� i IN�-55.84_ L - -��TF:59�4� '�-M\ :55.14 `INV:54.69 F:61.14 `v -TF:60.20 INV: -1 `� Fi0.11 _ l \\ �- INS -m: 56.39 INV:55.81 _I_NV OUT:56.49 CO HANDICAP 1 F: 8.54 1STINC---- -- l r - '�Ex. INV:54.49 Ex 24" M LE HANDICAP SIGN -- -- _ - i LE �� -10 TF:60.71 (TY'•) _ - " _\ .-__ __ \ �i / i .155.24 �' INV:57.63 - _ ------ i E LE 105 L.F. 6" PVC S=0.5% 71' _T �1 399. 9. 1 _---i 1 1 .. Ronnie Scalise- RE. Appl#05 62P Page 1 From: "William Lanning"<WLanning@southwindsorfire.org> To: "Ronnie Scalise"<scalis@southwindsor.org> Date: 10/5/05 3:02PM Subject: RE:Appl#05-62P -----Original Message----- From: Ronnie Scalise [mailto:scalis@southwindsor.org] Sent: Wednesday, October 05, 2005 12:34 PM To: Bob Deptula; Jeff Doolittle; Chris Dougan; Ray Favreau; Matt Galligan; Mike Gantick; Kristian Lindstrom; Cathy Molloy; Sgt. Rich Bond; Karl Reichle; Fred Shaw; Dennis Sheridan; Melvin Stead; William Lanning Subject:Appl#05-62P Please review per the attached and advise us of any comments. Thank you. Ronnie Scalise Town of South Windsor Administrative Secretary- Planning Department (860)644-2511 x253 NO PROBLEM WITH THIS APPLICATION: I will review construction drawings when They are ready. Wm. R. Lanning Ronnie Scalise- Re: Appl#05 62P Page 1 From: Bob Deptula To: Scalise, Ronnie Date: 10/6/05 9:18AM Subject: Re:Appl#05-62P no comments >>> Ronnie Scalise 10/05/05 12:34PM >>> Please review per the attached and advise us of any comments. Thank you. Ronnie Scalise Town of South Windsor Administrative Secretary- Planning Department (860)644-2511 x253 �O*N Sfq O x F Town apsVtA Vz• . :J ° 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 x'c° TELEPHONE (860) 644 2511 October 6, 2005 CERTIFIED MAIL 7004 1160 0007 4128 1556 Town Clerk Town of East Hartford 740 Main Street East Hartford, CT 06118 Dear Madam/Sir: Re: Notice to Adjoining Municipalities-Appl #05-62P, DST Output Phase III In accordance with Connecticut General Statutes concerning notification to municipalities regarding Inland Wetland Commission applications that could affect the abutting town, we hereby notify you of the application#05-62P, Site Plan of Development submitted by DST Realty. The applicant is proposing a 43,316 square foot addition to the existing facility at 125 Ellington Road, 1-291 CD zone. This application is tentatively scheduled to be heard by the Inland Wetland Commission on October 19, 2005, at 7:00 in the Madden Room of the Town Hall. If you have any question, please feel free to contact the Planning Department at 644- 2511, ext. 252. Very truly yours, Jeffrey hHFolger Environmental Planner/Conservation Officer JHF/rfs ',,Tr aff ic James G. Bubaris, P. E. ASS O C I A T E S Principal Planning Engineering • Design October 31, 2005 Ms. Marcia Banach Director of Planning Town of South Windsor RECEIVED 1540 Sullivan Avenue South Windsor, CT 06040 NOV 3 2005 South RE: SITE TRAFFIC EVALUATION STUDY INLAND N WET IDSAGENCY DST OUTPUT, INC. EXPANSION CONSERVATION COMMISSION 126 ELLINGTON ROAD (ROUTE 30) SOUTH WINDSOR, CONNECTICUT Dear Ms. Banach: Enclosed are thirteen (13) copies of the subject traffic study for distribution to town officials as you deem appropriate. Please let us know as soon as possible if you have any questions or if you require additional information regarding this matter. Very truly yours, BUBARIS TRAFFIC ASSOCIATES 0114� ( 1 $4-440� James G. Bubaris, P.E. Principal cc: Mr. Tom R. McGee Vice President DST Realty of Connecticut, Inc. 333 West 11th Street, Suite 101 Kansas City, MO 64105 i Mr. Peter R. DeMallie Principal Design Professionals, Inc. 165 South Satellite Road South Windsor, CT 06074 288 Highland Avenue • Cheshire, CT 06410 • Telephone: 203-272-0400 • Fax: 203-272-5655 •bubaris.traffic@sbcglobal.net• bari :U:Tra f f i c James G. Bubaris, P. E. A S S O C I A T E S Principal Planning • Engineering • Design ' October 31, 2005 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 DST Output facility located on the parcel of land on the east side of Connecticut Route 30 (Ellington Road), about 2/1 0-mile east of U.S. Route 5 (John Fitch Boulevard) opposite the Interstate 1-291 Eastbound Ramps, in the Town of South Windsor, Connecticut. The expanded facility will continue to be served by the existing North Drive at the ' northern end of the parcel on Route 30, and the South Drive at the southern end of the parcel on Burnham Street in the Town of East Hartford which is primarily intended for truck deliveries. ' The table below summarizes the existing and proposed design parameters: ' Design Parameters Existing Proposed Total ' Building Area: 259,081 SF 43,316 SF 302,397 SF Parking Area: 403 Spaces* 44 Spaces** 447 Spaces ' Employees: 400*** 48*** 448*** Includes 10 handicapped parking spaces. * Project will add a net of 44 parking spaces. *** Represents number of employees during the two largest of three shifts. 288 Highland Avenue • Cheshire, CT 06410 • Telephone: 203-272-0400 • Fax: 203-272-5655 •bubaris.traffic@sbcglobal.net• ' 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. The STC Certificate was modified to become No. 1398 A in April 2002 when the second phase for this facility was evaluated and approved. Given the size of the facility and its location on a State ' highway, the proposed expansion, or third phase, will also require review and approval by STC. ' Plans are to begin construction of this development by spring of 2006 and to have the expansion completed and occupied by early 2007. ' Please refer to Exhibit 1 of the Appendix that locates this site with respect to the surrounding roadway network. ' Coinciding with the completion of the second DST phase, two Connecticut Department of Transportation (ConnDOT) projects in the immediate area have been completed which serve to mitigate the impact the subject development. ' ConnDOT Project No. 132-126 involved the realignment of Route 30 south of the J 9 ' North Drive serving the subject DST facility. The southern terminus of Route 30 at U.S. Route 5 at Burnham Street was 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 was terminated at a cul-de-sac. North of the railroad tracks, Route 30 was 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 involved the reconstruction of Burnham Street in ' East Hartford along the South Windsor town line. This project extended 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 South Drive for the subject DST facility intersects the north side of the reconstructed section of Burnham Street. ' The analyses which follow evaluate various study intersections with the two ConnDOT projects in place and in operation, and updated traffic counts have ' been taken and evaluated reflecting the new alignments, traffic controls and operations. Background Conditions Given the nature of this development and the manner in which it interfaces with 1 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: • 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 • Route 30 at DST North Drive • Route 30 at Chapel Road • Burnham Street at DST South Drive ' U.S. Route 5 at Interstate 291 Westbound Ramps: This is a three-way signalized 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, which 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 is a four-way signalized intersection with U.S. Route 5 running north-south, the 4 Interstate 291 Eastbound On and Off Ramps as the west leg, and Realigned Route 30 as the east leg. There is 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 is four lanes wide consisting of one dedicated left- turn lane, two through lanes, and one dedicated right lane. The U.S. Route 5 ' southbound approach is three lanes wide consisting of one dedicated left-turn lane, and two through lanes. The Interstate 291 Eastbound Off Ramp is three lanes wide providing two dedicated left-turn lanes, and one through lane. The ' Realigned Route 30 westbound approach is two lanes wide consisting of one dedicated left-turn lane and one through lane. The traffic signal control system along U.S. Route 5 provides 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 Interstate 291 Eastbound Off Ramp movements, followed by the realigned Route 30 westbound movements. U.S. Route 5 at Bumham Street:This is a four-way signalized intersection with ' U.S. Route 5 running north-south, and Burnham Street running east-west. The U.S. Route 5 northbound approach is four lanes wide 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 is three lanes wide consisting of one dedicated left-turn lane, one through lane, and one combination through/right lane. Both the Burnham Street ' eastbound and westbound approaches are one-lane approaches to accommodate combination left/through/right movements. The traffic signal control system along U.S. Route 5 provides 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. ' Route 30 at DST North Site Drive: The 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. Route 30 in the vicinity of the site is 30 feet in width, with one lane in each direction. 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. 5 ' 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. Burnham Street at DST South Site Drive:The South Drive intersection is a three- way intersection, with Burnham Street running east-west, and the site drive intersecting Burnham Street on the north side. Burnham Street in the vicinity of the site drive is 30 feet in width, with one lane in each direction. The site drive is 24 feet in width, with one inbound and one outbound lane. The outbound, southbound site drive lane is controlled by a Stop sign and signed to prohibit left turns onto Burnham Street. Background Traffic Volumes Manual turning movement counts were recently conducted at the study intersections defined above to determine existing conditions with the various ' ConnDOT improvements in place and with two phases of the DST facility in operation. 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. Reference is made to Exhibits 2 and 3 of the Appendix which graphically depict the 2005 Existing AM and PM Peak Hour Traffic Volumes for the subject study area as derived from these recent traffic counting exercises. These existing peak hour traffic volumes were projected forward to year 2007 when it is anticipated that the latest DST expansion effort will be in place utilizing ' a growth rate of 2 percent per year for each of the next two years. Reference is made to Exhibits 4 and 5 of the Appendix which graphically depict ' the projected 2007 Background (no-build) AM and PM Peak Hour Traffic Volumes for the subject study area reflecting an expansion of existing peak hour traffic volumes in Exhibits 2 and 3 by a factor of 1.04, or expanded by 2 percent ' per year for each of two years. ' 6 ' Site-Generated Traffic ' 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. Our recent traffic counts determined that for the existing facility with 400 employees during the first and second shifts, site-generated traffic volumes were ' measured at 219 and 157 vehicles per hour, respectively, during the am and pm peaks. Therefore, the existing facility is a relatively low traffic generator for its size. The subject phase 3 expansion of the DST facility will add 48 employees during the first and second shifts, or an increase of 15 percent (i.e., 48 increase divided ' by 400 existing) over existing levels. Reference is again made to Table 1 which shows that a 12 percent increase will add 26 and 19 vehicles per hour, respectively, during the am and pm peaks, to produce new total site-generated traffic volumes of 245 and 176 vehicles per hour, respectively during the am and pm peaks. A review was also made of the breakdown of residences of DST employees as previously developed for phases 1 and 2. These residences were then distributed around the surrounding roadway network to determine the likely routes traveled by existing and proposed employees given the latest geometric improvements to the surrounding roadway network. ' Reference is made to Exhibit 6 of the Appendix that graphically summarizes the likely Site-Generated Traffic Distributions for the AM and PM Peaks for the NEW site-generated traffic component of the proposed expansion, as follows: • To and from the north via Route 5: 3% • To and from the south via Route 5: 8% • To and from the west via Interstate 291: 20% • To and from the east via Interstate 291: 49% ' To and from the north via Route 30: 15% • To and from the east via Chapel Road: 5% Reference is made to Exhibits 7 and 8 of the Appendix that graphically depict the Site-Generated AM and PM Peak Hour Traffic Volumes for the proposed DST expansion. Exhibits 7 and 8 were developed by multiplying the NEW site- generated traffic volumes shown in Table 1 above by the site-generated traffic distributions shown in Exhibit 6 of the Appendix. rr rr rr rr rr rr rr r +r rr ar r� r■ rr rr r r r -rl� TABLE 1 SUMMARY OF SITE-GENERATED TRAFFIC VOLUMES PROPOSED DST OUTPUT, INC. EXPANSION SOUTH WINDSOR, CONNECTICUT ACTUAL COUNT PROPOSED DATA BASED DATA BASED ON 400 ON 448 EMPLOYEES EMPLOYEES (1st&2nd SHIFTS) TOTAL NEW 1st&2nd SHIFTS ACTUAL X 1.12 TRAFFIC AM PEAK IN 190 213 23 HOUR OUT 29 32 3 TOTAL 219 245 26 PM PEAK IN 24 27 3 HOUR OUT 133 149 16 TOTAL 157 176 19 Bubaris Traffic Associates October 2005 7 1 rOperations Analysis ' 2005 existing weekday am and pm commuter peak analyses, representing existing conditions, are based on the peak hour traffic volumes shown as Exhibits 2 and 3 of the Appendix. ' 2007 background (no-build) weekday am and pm commuter peak analyses, representing no-build conditions in the year when the proposed expansion is expected to be occupied, are based on the peak hour traffic volumes shown as Exhibits 4 and 5 of the Appendix, but without the site-generated traffic associated with the expansion. 2007 combined (build) weekday am and pm commuter peak analyses, representing conditions when the proposed expansion is expected to be ' occupied, are based on the peak hour traffic volumes shown as Exhibits 9 and 10 of the Appendix. Exhibits 9 and 10 were developed by combining the background (no-build) peak hour traffic volumes from Exhibits 4 and 5 with the site-generated traffic volumes from Exhibits 7 and 8. Intersection operations analyses were performed for the 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 Synchro Operations Analysis Software, developed by the Trafficware Corporation, Version 6, updated to 2003. Operations 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 similar to the two site drive tintersections, 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 one-way or two- way stop-controlled intersection is determined by the computed or measured control delay and is defined for each minor movement. LOS for a one-way or 8 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 11 in the Appendix, which provides details on the definitions of Levels of Service for unsignalized intersections. In the case of signalized intersections similar to the off-site study 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 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 seldom achieved at signalized intersections. Please refer to Exhibit 12 in the Appendix, which provides details on the definitions of Levels of Service for signalized intersections. The results of the operations analyses, which compare 2005 existing, 2007 ' background (no-build), and 2007 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 13 through 18 of the Appendix as follows: ' • Exhibit 13 —2005 Existing AM peak Hour • Exhibit 14 —2005 Existing PM Peak Hour • Exhibit 15 — 2007 Background AM peak Hour • Exhibit 16 —2007 Background PM Peak Hour • Exhibit 17 —2007 Combined AM peak Hour • Exhibit 18 —2007 Combined PM Peak Hour TABLE 2 SUMMARY OF OPERATIONAL ANALYSES LEVELS OF SERVICE DST OUTPUT EXPANSION SOUTH WINDSOR, CONNECTICUT ' ROUTE 5 AT 1-291 WESTBOUND ON/OFF RAMPS(SIGNALIZED) 2005 EXISTING 2007 BACKGROUND 2007 COMBINED ' AM PEAK PM PEAK AM PEAK PM PEAK AM PEAK PM PEAK EASTBOUND C C C C C C NORTHBOUND B B B B B B SOUTHBOUND C B C B C B OVERALL C B C B C B ROUTE 5 AT 1-291 EASTBOUND ON/OFF RAMPS AND ROUTE 30(SIGNALIZED) 2005 EXISTING 2007 BACKGROUND 2007 COMBINED AM PEAK PM PEAK AM PEAK PM PEAK AM PEAK PM PEAK EASTBOUND D D D D D D WESTBOUND D C D C D C NORTHBOUND C C C C C C SOUTHBOUND D D D D D D OVERALL D D D D D D ROUTE 5 AT BURNHAM STREET(SIGNALIZED) 2005 EXISTING 2007 BACKGROUND 2007 COMBINED AM PEAK PM PEAK AM PEAK PM PEAK AM PEAK PM PEAK EASTBOUND C C C C C C WESTBOUND D D D D D D NORTHBOUND B B B B B B SOUTHBOUND B B B B B B OVERALL B B B B B B ROUTE 30 AT SITE DRIVE 2005 EXISTING 2007 BACKGROUND 2007 COMBINED AM PEAK PM PEAK AM PEAK PM PEAK AM PEAK PM PEAK WESTBOUND A A A A A A ' NORTHBOUND B C B C B D ROUTE 30 AT CHAPEL ROAD(SIGNALIZED) 2005 EXISTING 2007 BACKGROUND 2007 COMBINED AM PEAK PM PEAK AM PEAK PM PEAK AM PEAK PM PEAK EASTBOUND B B B B B B WESTBOUND C B C C C C ' NORTHBOUND B C B C B C SOUTHBOUND B B B B B B OVERALL B B B B B B BURNHAM ROAD AT SITE DRIVE 2005 EXISTING 2007 BACKGROUND 2007 COMBINED AM PEAK PM PEAK AM PEAK PM PEAK AM PEAK PM PEAK EASTBOUND A A A A A A SOUTHBOUND A A A A A A BUBARIS TRAFFIC ASSOCIATES OCTOBER 2005 9 A review of the results of the operational analyses summarized in Table 2 indicates that all of the signalized intersections within the defined study area will continue to operate at satisfactory levels of service in the year 2007 (i.e., overall levels of service B to D) 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 also shows that the two site drive unsignalized intersections will operate at levels of service A to D during both peak periods, with only a slight change (i.e., from level of service C to D for the outbound maneuver) at the North Site Drive as the result of the proposed expansion. 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, available sight lines were reviewed at the two site drives. These assessments were made from the existing 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 at 15 feet back 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. Available sight line distances at 15 feet back were also found to be at least 1000 feet to the east and west from the DST South Drive on reconstructed Burnham Street. These available sight line distances are adequate for at least 55 mile per hour 9 q approach speeds (i.e., at 610 feet), and are therefore satisfactory. Accident Experience A review was made of the most recent three-year accident experience for the subject study area as compiled by the Connecticut Department of Transportation for years 2002 through 2004. These data are summarized In Exhibit 19 of the Appendix, and given that they represent a 3-year experience on relatively high-traveled roads and intersections, show relatively favorable accident experiences, with no recurring problems or need for correction, and no reason to expect that these will be adversely impacted by the proposed expansion. Conclusion ' 10 It 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 2007 when the proposed expansion is expected to be operational. Once expanded, the total building area will be about 302,397 square feet with 448 parking spaces. The site will continue to be served by two site drives: the North Site Drive on Route 30 in South Windsor and the South Site Drive on Burnham Street in East Hartford, The proposed development is anticipated to generate 252 trips per hour during the weekday am peak, and 176 trips per hour during the weekday pm peak. Of these total trips, 26 new trips will be generated during the am peak, and 19 new trips will be generated during the pm peak. Operations 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. Available sight lines from the two site drives are satisfactory. No improvements in either geometrics or traffic control are deemed necessary to accommodate the minimal 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. N ON/V,ari ° F c...... '''� Very truly ours, T �,, rY Y Y � B�eq��°�� BUBARIS TRAFFIC ASSOCIATES '=90••'• !�ENS� �� ` James G. Bubaris, P.E. '' ic;,SSlON PA-� ��`' Conn. Reg. No. 9203 Principal cc: Mr. Tom R. McGee Mr. Peter R. DeMallie Vice President Principal ' DST Realty of Connecticut, Inc. Design Professionals, Inc. 333 West 11th Street, Suite 101 165 South Satellite Road Kansas City, MO 64105 South Windsor, CT 06074 x 0 Z W IL 0. a SITE TRAFFIC EVALUATION STUDY DST OUTPUT EXPANSION ' SOUTH WINDSOR, CONNECTICUT APPENDIX TABLE OF CONTEN TS ' Exhibit 1 — Location Map Exhibit 2—2005 Existing AM Peak Hour Volumes Exhibit 3—2005 Existing PM Peak Hour Volumes Exhibit 4—2007 Background AM Peak ak Hour Volumes Exhibit 5—2007 Background PM Peak Hour Volumes Exhibit 6— Site-Generated Peak Hour Traffic Distributions Exhibit 7— Site Generated AM Peak Hour Volumes Exhibit 8— Site Generated PM Peak Hour Volumes Exhibit 9—2007 Combined AM Peak Hour Volumes Exhibit 10—2007 Combined PM Peak Hour Volumes ' Exhibit 11 — Definitions of Levels of Service Unsignalized Intersections Exhibit 12— Definitions of Levels of Service Signalized Intersections ' Exhibit 13— Operational Analysis Worksheets 2005 Existing AM Peak Hour Traffic Volumes Exhibit 14-- Operational Analysis Worksheets 2005 Existing PM Peak Hour Traffic Volumes ' -EXHIBIT- ' -EXHIBIT- Exhibit 15— Operational Analysis Worksheets 2007 Background AM Peak Hour Traffic Volumes Exhibit 16— Operational Analysis Worksheets ' 2007 Background PM Peak Hour Traffic Volumes Exhibit 17— Operational Analysis Worksheets ' 2007 Combined AM Peak Hour Traffic Volumes Exhibit 18—Operational Analysis Worksheets ' 2007 Combined PM Peak Hour Traffic Volumes Exhibit 19— Summary of Accident Experience Mansfield Center Study Area January 1, 2002 through December 31, 2004 Nov 22 05 04: 53p Design Professionals 860-291 -8757 p. 2 Nov 22 05 04:01p Jim Bubaris 203-272-0400 p. 2 DST output,lar»Expansion South Windsor.CT ROUTES ROUTE 30 t- 15 20 308: 19 91 i--- 4B CHAPEL Rpy�p t:1111PEt.ROAD 37 14 100 15 f I N 353 710 K" soSCME 1.2a1 W6lTi0UND 1��--� CK10 I'RAMPS 49d RAMPS r ► 3(T7: %�}I 126 1 34r 8 °I f L- 36 1383 05 +--.. 93 � BB .- SURNUM STREET 49 -+ 7 r r 3 9 --► 21 725 105 107--► 37 - ROUTES EmwtT 2 Babarts Tmttia Assockfts 200E Existing AM Pe*Hour ' DST Output,Inc.Expansion South Windsor,CT ROUTE 5 ROUTE 30 1 103 129 18 4--. 54 CHAPEL ROAD 1 f - 14 CHAPEL ROAD 94 58—s 25 9 -� ' j 1 832 +I N 1 75--} 434 921 NOTE:DRAWNO NOT TO SCALE ONI WESTBOUND ON/OFF RAMPS 107- 1-291 1-291 1-291 EASTBO ' ON/OFF RAMPS 147 5 L 29 102 � 57 ' 5¢8 28 �— 55 1 it 1 �L----137 636 20 398-- 1 r 343—s 155 900 28 SITE 607--+ 104 47 1183 81 6 7*7 `► s— 198 BURNHAM STREET I r 0 -' 4 —► 53 1151 72 157--o- ' 20 —i ROUTE 5 EXHIBIT 3 BUbaris Traffic Associates 2005 Existing PM Peak Hour DST Output,Inc.Expansion� South Windsor,CT ' ROUTES ROUTE 30 t— 15 299 �4 � o-- 93 11 CHAPEL ROAD i— 49CHAPEL ROAD 46-� 1 r r 38-► 14 102 15 11 1 �2 N 10—j 360 724 ' NOTE:ORAWelO NOT TO SCALE 1-291 WESTBOUND 188�, ON/OFF RAMPS 1-291 1-291 1-291 EASTBOU ' ONIOFF RAMPS 3�8 � � 3 1_ � 1 22 07 7 79 �-- 32 � r ' it �y ��7 129 151 389—+ 1 r r 121—s 79 886 SITE ' 327--� i 37 21 1411 58 — 13 90 * r + 1—1 BURNHAM STREET 47 —} I 1 3 —+ 9 —► 21 741 108 170-1- 38 ' ROUTE 3 ' EXHIBIT 4 Bubaris Tragic Associates 200T Background AM Peak Hour DST Output,Inc.Expansion South Windsor,CT ROUTES ROUTE 30 19 105 132 18 4-- 55 CHAPEL ROAD L 14 CHAPEL ROAD ' 96---+ 59--► 28 55 r 1 92 9 � 460 i 849 N 79 443 939 NOTE:DRAWNG NOT TO SCALE ' 1-291 WESTBOUND 109-�, ON/OFF RAMPS -281 1-291 I-291' EA STO ON/OFF RAMPS S 11�5 0 it5 s �- 30 58 104 5i9 29 58 ,40 I 49 20 406sBA r r' ' 350—s 158 918 29 SITE s1s�, L 106 48 1207 83 6 �— 7*9 (� 1 202 BURNHAM STREET 59 I I 0 —+ 4 0 54 1174 73 160-0 20 ---+ ROUTES EXHIBIT 5 Bubarls Traffic Associates 2007 Background PNI Peak Hour ' DST Output,Inc.Expansion South Windsor,CT ROUTES ROUTE 30 15% ��-- r� Y I �-- CHAPEL ROAD 5% CHAPEL ROAD -� r r (15%;(5%) I I O CM:(3%) NOTE:DRAWNG NOT To SCALE 1-291 WESTBOUND 49%� ONIOFF RAMPS XX EOLVLLS INBOUND VEHICLES (YY) EQUALS OUfBOUJD VEHICLES 1.291 1- 91 1-291 EASTBOU OWOFF RAMPS � (23%) f- 1 � ,) (80%) t— ' 15i ~(�) r r L� (8%) 80% � � r r 20%—N. 8 SITE L �— BURNHAM STREET t r ' ROUTE S ' EXHIBIT 6 Bubaris Traffic Associates Site-Generated Traffic Distributions 1 DST Ou tput,Inc.Expansion South Windsor,CT i 1 1 1 1 ROUTES ROUT♦E 30 4 L CHAPEL ROAD CHAPEL ROAD �I 1 1, 2 �t r I O 1 (1) NOTE:DRAWING NOT TO SCALE 1-291 WESTBOUND 14 ONIOFF RAMPS tti2Ifs'3. FA EQUALS INBOUND VEHICLES 1 EQUALS OUTBOUND VEHICLES 1.291 1.291 1-291 EASTBOU 1 ONIOFF RAMPS + a (1) (3) 15 �— (2) t r 1 -' 1L 23 6 2 SITE 1 � _ L `► 4— BURNHAM STREET 1 ROUTE 3 1 i 1 1 EXHIBIT 7 Bubaris Traffic Associates Sits-Generated AM Peak Hour DST Output,Inc.Expansion South Windsor,CT �I ROUTE 5 ROUTE 30 1 CHAPEL ROAD 1 CHAPEL ROAD I r r (3) (1) � 1 N � (4) (1) NOTE:DRAINNO NOT TO SCALE 1-291 WESTBOUNDrl ON/OFF RAMPS NOTE: ;XXEQUALS INBOUND VEHICLES EQUALS OUTBOUND VEHICLES 1-291 1-29 ' OHI 1 1) eZEA,2� I r ' 3 SITE ' `► BURNHAM STREET ROUTE 5 ' EXHIBIT 8 Bubaris Traffic Associates Site-Generated PM Peak Hour 1 DST Output,Inc.Expansion South Windsor,CT i 1 1 1 ROUTE 5 ROUTE 30 15 299 318 I 5119 f-- 93 i i— CHAPEL ROAD 4 CHAPEL ROAD 38 r 38—► 14 103 15 11 � 1 883 +I N 1 10 361 724 NOTE:DRAWNG NOT TO SCALE 1-291 WESTBOUND 182 ON/OFF RAMPS 1-291 1-291 I-291 EASTBO 1 ON/OFF RAMPS 36 4� L 4 1 31 25 0 8+ 94 — 3 1* f297 29 174 369- 127 79 666 8 SITE 327f L- 37 00 21 1411 56 13 q �JI iI II }90 (� J `► 136 BURNHAM STREET 47 1 I 1 3 9 —s 21 743 108 170—► 38 —i ROUTE 5 III ' EXHIBIT 9 Bubaris Traffic Associates 2007 Combined AM Peak Hour DST Output,Inc.Expansion South Windsor,CT 1 ROUTES ROUTE 30 ' 19 105 133 18 f— 55 CHAPEL ROAD JI 1 IL. f— 14 CHAPEL ROAD 96-s '1 t f 59—► 26 554 93 9 N 1 79 447 940 NOTE:DRAWMO NOT TO SCALE 1-291 WESTBOUND 111—i ON/OFF RAMPS , r 1-291 I-291 EASTBO ON/OFF RAMPS 1�0 6 34 it W 63 t 120 50 9 31 141 649 23 SITE L 106 48 1208 83 �-- 6 1 �—202 BURNHAM STREET 59 — t I 0 4 —► 54 1174 73 160—i 20 —i ROUTES ' EXHIBIT 10 Subaris Trafnc Associates 2007 Combined PM Peak Hour EXHIBIT 11 LEVEL OF SERVICE CRITERIA UNSIGNALIZED INTERSECTIONS ' SOURCE: HIGHWAY CAPACITY MANUAL MCM), 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 12 LEVEL OF SERVICE CRITERIA SIGNALIZED INTERSECTIONS SOURCE: HIGHWAY CAPACITY MANUAL MCM), 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: LEVEL OF SERVICE CONTRO L 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 toda 's environment Levels of Service to D y C are considered acceptable, and Levels of Service A to B are seldomly achieved at signalized intersections. (1) HCM, Exhibit 16-2. EXHIBIT 13 OPERATIONAL ANALYSIS WORKSHEETS 2005 EXISTING AM PEAK HOUR TRAFFIC VOLUMES SOUTH WINDSOR, CONNECTICUT Lanes, Volumes, Timings ' 5: Route 291 WB Ramps & Route 5 10/5/2005 ---* '\ t �► ' Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations 1) F I ff ++ Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 ' Storage Length (ft) 170 170 340 0 Storage Lanes 2 1 1 0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector(ft) 50 50 50 50 50 ' Trailing Detector(ft) 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 Lane Util. Factor 0.97 1.00 1.00 0.95 0.95 1.00 ' Frt 0.850 Fit Protected 0.950 0.950 Satd. Flow(prot) 3433 1583 1770 3539 3539 0 ' Fit Permitted 0.950 0.129 Satd. Flow(perm) 3433 1583 240 3539 3539 0 Right Turn on Red Yes Yes Satd. Flow(RTOR) 179 Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Link Speed (mph) 30 30 30 Link Distance (ft) 871 1154 1580 Travel Time (s) 19.8 26.2 35.9 Volume(vph) 304 165 353 710 865 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 330 179 384 772 940 0 Lane Group Flow(vph) 330 179 384 772 940 0 Turn Type custom custom Protected Phases 4 4 1 1 Permitted Phases 4 4 2 2 2 Detector Phases 4 4 1 1 2 Minimum Initial (s) 11.0 11.0 7.5 7.5 15.0 Minimum Split(s) 16.4 16.4 11.5 11.5 20.9 Total Split(s) 25.5 25.5 29.0 29.0 35.5 0.0 Total Split(%) 28.3% 28.3% 32.2% 32.2% 39.4% 0.0% Yellow Time(s) 3.6 3.6 3.0 3.0 4.7 Alt-Red Time (s) 1.8 1.8 1.0 1.0 1.2 Lead/Lag Lead Lead Lag Lead-Lag Optimize? Recall Mode None None None None C-Max Act Effct Green (s) 15.5 15.5 62.5 66.5 41.4 Actuated g/C Ratio 0.17 0.17 0.69 0.74 0.46 v/c Ratio 0.56 0.43 0.73 0.30 0.58 Control Delay 37.5 8.2 28.9 9.9 21.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 37.5 8.2 28.9 9.9 21.2 LOS D A C A C Approach Delay 27.2 16.2 21.2 Approach LOS C B C Queue Length 50th (ft) 90 0 213 150 206 ' Queue Length 95th (ft) 124 51 314 233 307 Internal Link Dist(ft) 791 1074 1500 DST Output, South Windsor, CT 10/3/2005 2005 Existing AM Peak Hour S nchro 6 Report port BUBARIS TRAFFIC ASSOCIATES Page 5 Lanes, Volumes, Timings 5: Route 291 WB 1 Ramps & Route 5 10/5/2005-.* 4% t 1 Lane Group EBL EBR NBL NBT SBT SBR Turn Bay Length (ft) 170 170 340 Base Capacity (vph) 820 514 597 2597 1628 ' Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.40 0.35 0.64 0.30 0.58 Intersection Summary Area Type: Other Cycle Length: 90 ' Actuated Cycle Length: 90 Offset: 30 (33%), Referenced to phase 2:NBSB, Start of Yellow Natural Cycle: 60 Control Type:Actuated-Coordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay:20.1 Intersection LOS: C Intersection Capacity Utilization 62.6% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 5: Route 291 WB Ramps&Route 5 54 a1 � 02 41A m4 DST Output, South Windsor, CT 10/3/2005 2005 Existing AM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 6 ' Lanes Volumes Tim ings ' 2: Route 291 EB Ramps & Route 5 10/5/2005 ' Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 + T 1 ff F I tf Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector(ft) 50 50 50 50 50 50 50 50 50 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 ' Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.890 0.927 0.850 Fit Protected 0.950 0.950 0.950 0.950 ' Satd. Flow(prat) 3433 1658 0 1770 1727 0 1770 3539 1583 1770 3539 0 Fit Permitted 0.950 0.950 0.950 0.950 Satd. Flow(perm) 3433 1658 0 1770 1727 0 1770 3539 1583 1770 3539 0 ' Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 141 32 85 Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Link Speed (mph) 30 30 30 30 ' Link Distance (ft) 820 1216 1600 1154 Travel Time (s) 18.6 27.6 36.4 26.2 Volume (vph) 381 119 321 291 31 29 77 653 78 77 848 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 414 129 349 316 34 32 84 710 85 84 922 0 Lane Group Flow(vph) 414 478 0 316 66 0 84 710 85 84 922 0 Turn Type custom custom Prot custom Prot ' Protected Phases 4 4 7 7 1 1 Permitted Phases 4 4 7 7 2 2 2 Detector Phases 4 4 7 7 1 2 2 1 2 ' Minimum Initial (s) 11.0 11.0 11.0 11.0 7.0 15.0 15.0 7.0 15.0 Minimum Split(s) 16.0 16.0 16.0 16.0 11.0 21.0 21.0 11.0 21.0 Total Split(s) 25.0 25.0 0.0 23.0 23.0 0.0 15.0 27.0 27.0 15.0 27.0 0.0 Total Split (%) 27.8% 27.8% 0.0% 25.6% 25.6% 0.0% 16.7% 30.0% 30.0% 16.7% 30.0% 0.0% ' Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 5.0 5.0 3.0 5.0 All-Red Time (s) 2.0 2.0 2.0 2.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lag Lead Lag ' Lead-Lag Optimize? Recall Mode None None None None None C-Max C-Max None C-Max Act Effct Green (s) 21.0 21.0 18.4 18.4 9.4 27.4 27.4 9.4 27.4 ' Actuated g/C Ratio 0.23 0.23 0.20 0.20 0.10 0.30 0.30 0.10 0.30 v/c Ratio 0.52 0.97 0.87 0.17 0.46 0.66 0.18 0.46 0.86 Control Delay 32.8 58.7 59.7 18.9 35.0 26.3 9.2 45.1 54.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.8 58.7 59.7 18.9 35.0 26.3 9.2 45.1 54.2 LOS C E E B C C A D D Approach Delay 46.7 52.7 25.4 53.4 Approach LOS D D C D Queue Length 50th (ft) 106 199 174 16 46 201 10 51 279 Queue Length 95th (ft) 152 #399 #316 50 58 272 56 m91 #433 I ' Internal Link Dist(ft) 740 1136 1520 1074 Turn Bay Length (ft) Base Capacity(vph) 801 495 374 390 216 1077 541 216 1077 DST Output, South Windsor, CT 10/3/2005 2005 Existing AM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 3 Lanes, Volumes, Timings ' 2: Route 291 EB Ramps & Route 5 10/5/2005 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 ' Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.52 0.97 0.84 0.17 0.39 0.66 0.16 0.39 0.86 Intersection Summary ' Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 18 (20%), Referenced to phase 2:NBSB, Start of Yellow ' Natural Cycle: 80 Control Type:Actuated-Coordinated Maximum v/c Ratio: 0.97 ' Intersection Signal Delay:43.6 Intersection LOS: D Intersection Capacity Utilization 84.7% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. ' Splits and Phases: 2: Route 291 EB Ramps& Route 5 "0, " m2 4 m4 07 ' DST Output, South Windsor, CT 10/3/2005 2005 Existing AM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 4 Lanes Volumes, ' 1: Burnham Street & Route 5 10/5/2005 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *4 + I tt r +T Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 ' Lane Width (ft) 15 15 15 15 15 15 12 12 12 12 12 12 Storage Length (ft) 0 0 0 0 295 180 265 0 Storage Lanes 0 0 0 0 1 1 1 0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 1 Leading Detector(ft) 50 50 50 50 50 50 50 50 50 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Turning Speed{mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 0.95 Frt 0.946 0.965 0.850 0.998 Fit Protected 0.976 0.969 0.950 0.950 ' Satd. Flow(prot) 0 1892 0 0 1916 0 1770 3539 1583 1770 3532 0 Fit Permitted 0.825 0.778 0.950 0.950 Satd. Flow(perm) 0 1599 0 0 1538 0 1770 3539 1583 1770 3532 0 Right Turn on Red Yes No No Yes ' Satd. Flow(RTOR) 37 2 Headway Factor 0.88 0.88 0.88 0.88 0.88 0.88 1.00 1.00 1.00 1.00 1.00 1.00 Link Speed (mph) 30 30 30 30 ' Link Distance (ft) 1142 1100 1231 1600 Travel Time (s) 26.0 25.0 28.0 36.4 Volume (vph) 46 9 37 88 13 36 21 726 106 55 1383 21 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 ' Adj. Flow(vph) 50 10 40 96 14 39 23 789 115 60 1503 23 Lane Group Flow(vph) 0 100 0 0 149 0 23 789 115 60 1526 0 Turn Type custom custom Prot custom Prot ' Protected Phases 1 1 Permitted Phases 4 4 4 4 2 2 2 Detector Phases 4 4 4 4 1 2 2 1 2 ' Minimum Initial (s) 12.0 12.0 12.0 12.0 8.5 15.0 15.0 8.5 15.0 Minimum Split(s) 18.8 18.8 18.8 18.8 12.5 21.4 21.4 12.5 21.4 Total Split(s) 29.8 29.8 0.0 29.8 29.8 0.0 24.0 36.2 36.2 24.0 36.2 0.0 Total Split(%) 33.1% 33.1% 0.0% 33.1% 33.1% 0.0% 26.7% 40.2% 40.2% 26.7% 40.2% 0.0% Yellow Time (s) 3.6 3.6 3.6 3.6 3.0 4.7 4.7 3.0 4.7 All-Red Time (s) 3.2 3.2 3.2 3.2 1.0 1.7 1.7 1.0 1.7 Lead/Lag Lead Lag Lag Lead Lag ' Lead-Lag Optimize? Recall Mode None None None None None C-Max C-Max None C-Max Act Effct Green (s) 17.3 17.3 9.4 53.8 53.8 9.4 53.8 Actuated g/C Ratio 0.19 0.19 0.10 0.60 0.60 0.10 0.60 ' v/c Ratio 0.30 0.50 0.12 0.37 0.12 0.33 0.72 Control Delay 22.0 38.2 37.5 11.3 10.3 44.4 10.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ' Total Delay 22.0 38.2 37.5 11.3 10.3 44.4 10.8 LOS C D D B B D B Approach Delay 22.0 38.2 11.8 12.0 ' Approach LOS C D B B Queue Length 50th (ft) 31 78 12 114 26 34 145 Queue Length 95th (ft) 70 127 34 194 65 m40 m510 ' DST Output, South Windsor, CT 10/3/2005 2005 Existing AM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 1 ' Lane s, Volumes, Timings ' 1: Burnham Street & Route 5 10/5/2005 ' Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Internal Link Dist (ft) 1062 1020 1151 1520 Turn Bay Length (ft) 295 180 265 ' Base Capacity(vph) 485 441 393 2116 947 393 2113 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 1 Reduced We Ratio 0.21 0.34 0.06 0.37 0.12 0.15 0.72 Intersection Summary Area Type: Other ' Cycle Length: 90 Actuated Cycle Length: 90 Offset: 70 (78%), Referenced to phase 2:NBSB and 6:, Start of Yellow Natural Cycle: 65 Control Type:Actuated-Coordinated Maximum v/c Ratio: 0.72 ' Intersection Signal Delay: 13.7 Intersection LOS: B Intersection Capacity Utilization 63.1% ICU Level of Service B Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits.and Phases: 1: Burnham Street&Route 5 01 02 A ' DST Output, South Windsor, CT 10/3/2005 2005 Existing AM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 2 ' HCM Unsignalized Intersection Capacity Analysis ' 16: Site Drive & Route 30 10/5/2005 Movement NBL NBR NET NER SWL SWT Lane Configurations y 1� 4 Sign Control Stop Free Yield Grade 0% 0% 0% Volume (veh/h) 22 3 126 148 38 329 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 24 3 137 161 41 358 ' Pedestrians Lane Width (ft) Walking Speed (ft/s) ' Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1216 pX, platoon unblocked vC, conflicting volume 733 354 0 435 0 ' vC1,stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 733 354 0 435 0 tC, single(s) 7.1 6.5 4.1 6.5 6.2 i tC, 2 stage (s) tF(s) 3.5 4.0 2.2 4.0 3.3 p0 queue free % 88 99 92 91 67 ' cM capacity(veh/h) 197 523 1623 471 1085 Direction, Lane# NB 1 NE 1 SW 1 ' Volume Total 27 298 399 Volume Left 24 137 0 Volume Right 0 161 358 cSH 213 1623 956 Volume to Capacity 0.13 0.08 0.42 Queue Length 95th (ft) 11 7 52 Control Delay(s) 24.4 3.8 11.4 Lane LOS C. A B Approach Delay(s) 24.4 3.8 11.4 Approach LOS C B ' Intersection Summary Average Delay 8.8 Intersection Capacity Utilization 48.4% ICU Level of Service A Analysis Period (min) 15 DST Output, South Windsor, CT 10/3/2005 2005 Existing AM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 2 ' Lanes Vol umes, Timings 8: Chapel Road & Route 30 10/5/2005 Lane Group EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 ' Lane Width (ft) 11 11 11 11 11 11 11 11 11 11 11 11 Storage Length (ft) 200 0 300 0 150 0 0 220 Storage Lanes 1 0 1 0 1 0 0 1 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector(ft) 50 50 50 50 50 50 50 50 50 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.965 0.979 0.980 0.850 Fit Protected 0.950 0.950 0.950 0.997 Satd. Flow(prot) 1711 1738 0 1711 1763 0 1711 1765 0 0 1795 1531 Fit Permitted 0.657 0.723 0.310 0.979 Satd. Flow(perm) 1183 1738 0 1302 1763 0 558 1765 0 0 1763 1531 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 12 8 9 318 Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 Link Speed (mph) 30 30 30 30 II ' Link Distance (ft) 1242 1326 2336 902 Travel Time (s) 28.2 30.1 53.1 20.5 Volume (vph) 45 37 11 48 91 15 17 122 18 19 308 293 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 49 40 12 52 99 16 18 133 20 21 335 318 Lane Group Flow(vph) 49 52 0 52 115 0 18 153 0 0 356 318 Turn Type custom custom custom custom custom Protected Phases 3 3 1 1 Permitted Phases 4 4 4 4 2 2 2 2 2 Detector Phases 3 3 4 4 1 1 2 2 2 Minimum Initial (s) 7.0 7.0 18.0 18.0 7.0 7.0 24.0 24.0 24.0 Minimum Split(s) 12.0 12.0 23.0 23.0 10.1 10.1 28.0 28.0 28.0 Total Split (s) 25.0 25.0 0.0 30.0 30.0 0.0 10.1 10.1 0.0 34.0 34.0 34.0 Total Split (%) 25.2% 25.2% 0.0% 30.3% 30.3% 0.0% 10.2% 10.2% 0.0% 34.3% 34.3% 34.3% Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ail-Red Time (s) 2.0 2.0 2.0 2.0 0.1 0.1 1.0 1.0 1.0 Lead/Lag Lead Lead Lag Lag Lead Lead Lag Lag Lag ' Lead-Lag Optimize? Recall Mode None None None None None None Min Min Min Act Effct Green (s) 26.4 30.1 20.3 20.3 44.2 47.8 39.5 39.5 Actuated g/C Ratio 0.31 0.35 0.23 0.23 0.51 0.56 0.47 0.47 v/c Ratio 0.12 0.08 0.17 0.28 0.05 0.16 0.43 0.36 Control Delay 14.3 11.3 24.0 22.7 11.0 10.5 20.5 3.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ' Total Delay 14.3 11.3 24.0 22.7 11.0 10.5 20.5 3.6 LOS B B C C B B C A Approach Delay 12.7 23.1 10.5 12.5 ' Approach LOS B C B B Queue Length 50th (ft) 13 10 18 38 4 36 134 0 Queue Length 95th (ft) 35 33 50 88 15 71 222 50 DST Output, South Windsor, CT 10/3/2005 2005 Existing AM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 7 Lanes Volum es, Timings 8: Chapel Road & Route 30 10/5/2005 Lane Group EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Internal Link Dist(ft) 1162 1246 2256 822 Turn Bay Length (ft) 200 300 150 220 Base Capacity (vph) 492 559 376 515 373 986 884 926 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.09 0.14 0.22 0.05 0.16 0.40 0.34 Intersection Summary Area Type: Other Cycle Length: 99.1 Actuated Cycle Length: 84 Natural Cycle: 75 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.43 Intersection Signal Delay: 13.8 Intersection LOS: B Intersection Capacity Utilization 52.5% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 8: Chapel Road &Route 30 DST Output, South Windsor, CT 10/3/2005 2005 Existing AM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 8 ' H CM Unsignalized Intersection Capacity Analysis 14: Burnham Street & Site Drive 10/5/2005 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 , Y Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 3 167 1 133 1 4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 3 182 1 145 1 4 Pedestrians Lane Width (ft) Walking Speed(ft/s) Percent Blockage Right turn flare (veh) Median type None ' Median storage veh) Upstream signal (ft) 1100 pX, platoon unblocked vC, conflicting volume 146 261 73 vC1, stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 146 261 73 tC, single(s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free% 100 100 100 cM capacity(veh/h) 1436 726 988 Direction, Lane# EB 1 WB 1 SB 1 Volume Total 185 146 5 Volume Left 3 0 1 Volume Right 0 145 4 cSH 1436 1700 922 Volume to Capacity 0.00 0.09 0.01 Queue Length 95th (ft) 0 0 0 Control Delay(s) 6.2 0.0 8.9 Lane LOS A A ' Approach Delay(s) 0.2 0.0 8.9 Approach LOS A Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 21.2% ICU Level of Service A ' Analysis Period (min) 15 DST Output, South Windsor, CT 10/3/2005 2005 Existing AM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Pagel EXHIBIT 14 OPERATIONAL ANALYSIS WORKSHEETS 2005 EXISTING PM PEAK HOUR TRAFFIC VOLUMES ' SOUTH WINDSOR, CONNECTICUT Lanes Volumes, Timings 5: Route 291 WB Ramps & Route 5 10/5/2005 --* "V 4N t ' Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations 11 r I ++ ++ Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 ' Storage Length (ft) 170 170 340 0 Storage Lanes 2 1 1 0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector(ft) 50 50 50 50 50 Trailing Detector(ft) 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 Lane Util. Factor 0.97 1.00 1.00 0.95 0.95 1.00 ' Frt 0.850 Flt Protected 0.950 0.950 Satd. Flow(prot) 3433 1583 1770 3539 3539 0 Fit Permitted 0.950 0.145 Satd. Flow(perm) 3433 1583 270 3539 3539 0 Right Turn on Red Yes Yes Satd. Flow(RTOR) 116 ' Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Link Speed (mph) 30 30 30 Link Distance (ft) 871 1154 1580 Travel Time (s) 19.8 26.2 35.9 Volume (vph) 175 107 434 921 832 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 190 116 472 1001 904 0 Lane Group Flow(vph) 190 116 472 1001 904 0 Turn Type custom custom Protected Phases 4 4 1 1 Permitted Phases 4 4 2 2 2 Detector Phases 4 4 1 1 2 Minimum Initial (s) 11.0 11.0 7.5 7.5 15.0 ' Minimum Split(s) 16.4 16.4 11.5 11.5 20.9 Total Split(s) 25.5 25.5 29.0 29.0 35.5 0.0 Total Split(%) 28.3% 28.3% 32.2% 32.2% 39.4% 0.0% Yellow Time(s) 3.6 3.6 3.0 3.0 4.7 All-Red Time (s) 1.8 1.8 1.0 1.0 1.2 Lead/Lag Lead Lead Lag Lead-Lag Optimize? Recall Mode None None None None C-Max Act Effct Green (s) 12.8 12.8 65.2 69.2 42.0 Actuated g/C Ratio 0.14 0.14 0.72 0.77 0.47 v/c Ratio 0.39 0.36 0.81 0.37 0.55 ' Control Delay 37.5 10.3 29.9 8.3 19.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 37.5 10.3 29.9 8.3 19.4 LOS D B C A B Approach Delay 27.2 15.2 19.4 Approach LOS C B B Queue Length 50th (ft) 51 0 255 181 192 Queue Length 95th (ft) 81 46 m328 m266 262 Internal Link Dist(ft) 791 1074 1500 DST Output, South Windsor, CT 10/3/2005 2005 Existing PM Peak Hour Synchro 6 Report BU13ARIS TRAFFIC ASSOCIATES Page 5 La nes, Volumes, Timings 5: Route 291 WB Ramps & Route 5 10/5/2005 --* N .4\ t 1 Lane Group EBL EBR NBL NBT SBT SBR Turn Bay Length (ft) 170 170 340 Base Capacity(vph) 820 466 615 2702 1650 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.23 0.25 0.77 0.37 0.55 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 30 (330/6), Referenced to phase 2:NBSB, Start of Yellow Natural Cycle: 60 Control Type:Actuated-Coordinated Maximum v/c Ratio: 0.81 Intersection Signal Delay: 18.0 Intersection LOS: B ' Intersection Capacity Utilization 66.2% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 5: Route 291 WB Ramps&Route 5 a1 # 02 o4 DST Output, South Windsor, CT 10/3/2005 2005 Existing PM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 6 Lanes Volu mes, Timings 2: Route 291 EB Ramps & Route 5 10/5/2005 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 + T tt r ++ Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector(ft) 50 50 50 50 50 50 50 50 50 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 0.95 Frt 0.924 0.850 0.943 Fit Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 3433 1863 0 1770 1721 0 1770 3539 1583 1770 3337 0 Fit Permitted 0.950 0.950 0.950 0.950 Satd. Flow(perm) 3433 1863 0 1770 1721 0 1770 3539 1583 1770 3337 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 52 310 135 Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Link Speed (mph) 30 30 30 30 1 Link Distance (ft) 820 1216 1600 1154 Travel Time (s) 18.6 27.6 36.4 26.2 Volume(vph) 398 343 0 137 55 57 155 900 285 28 568 343 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 433 373 0 149 60 62 168 978 310 30 617 373 Lane Group Flow(vph) 433 373 0 149 122 0 168 978 310 30 990 0 Turn Type custom custom Prot custom Prot Protected Phases 4 4 7 7 1 1 Permitted Phases 4 4 7 7 2 2 2 Detector Phases 4 4 7 7 1 2 2 1 2 Minimum Initial (s) 11.0 11.0 11.0 11.0 7.0 15.0 15.0 7.0 15.0 Minimum Split (s) 16.0 16.0 16.0 16.0 11.0 21.0 21.0 11.0 21.0 Total Split (s) 25.0 25.0 0.0 23.0 23.0 0.0 15.0 27.0 27.0 15.0 27.0 0.0 Total Split (%) 27.8% 27.8% 0.0% 25.6% 25.6% 0.0% 16.7% 30.0% 30.0% 16.7% 30.0% 0.0% Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 5.0 5.0 3.0 5.0 All-Red Time (s) 2.0 2.0 2.0 2.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None C-Max C-Max None C-Max Act Effct Green (s) 20.3 20.3 14.3 14.3 10.7 28.7 28,7 10.7 28.7 Actuated g/C Ratio 0.23 0.23 0.16 0.16 0.12 0.32 0.32 0.12 0.32 v/c Ratio 0.56 0.89 0.53 0.38 0.80 0.87 0.43 0.14 0.86 Control Delay 33.8 57.8 41.4 23.2 62.2 31.0 6.0 37.8 50.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.8 57.8 41.4 23.2 62.2 31.0 6.0 37.8 50.9 LOS C E D C E C A D D Approach Delay 44.9 33.2 29.3 50.5 Approach LOS D C C D Queue Length 50th (ft) 111 204 80 36 73 286 70 18 262 Queue Length 95th (ft) 158 #358 131 81 m#186 #446 71 m36 #427 Internal Link Dist(ft) 740 1136 1520 1074 Turn Bay Length (ft) Base Capacity (vph) 801 435 374 404 216 1127 715 216 1155 DST Output, South Windsor, CT 10/3/2005 2005 Existing PM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 3 Lanes, Volumes, Timings 2: Route 291 EB Ramps & Route 5 10/5/2005 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 1 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.54 0.86 0.40 0.30 0.78 0.87 0.43 0.14 0.86 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 18 (20%), Referenced to phase 2:NBSB, Start of Yellow Natural Cycle: 80 Control Type:Actuated-Coordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 39.2 Intersection LOS: D Intersection Capacity Utilization 75.8% ICU Level of Service D Analysis Period(min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Route 291 EB Ramps&Route 5 0 1 a2 4 o4 e7 DST Output, South Windsor, CT 10/3/2005 2005 Existing PM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 4 Lanes Volu mes, Timings 1: Burnham Street & Route 5 10/5/2005 --* -• #e *- k 4N t 1 ,/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 15 15 15 15 15 15 12 12 12 12 12 12 Storage Length (ft) 0 0 0 0 295 180 265 0 Storage Lanes 0 0 0 0 1 1 1 0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector(ft) 50 50 50 50 50 50 50 50 50 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 1 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 0.95 Frt 0.967 0.925 0.850 0.994 Fit Protected 0.966 0.980 0.950 0.950 Satd. Flow(prot) 0 1914 0 0 1857 0 1770 3539 1583 1770 3518 0 Fit Permitted 0.709 0.849 0.950 0.950 Satd. Flow(perm) 0 1405 0 0 1609 0 1770 3539 1583 1770 3518 0 Right Turn on Red Yes No No Yes Satd. Flow(RTOR) 18 5 Headway Factor 0.88 0.88 0.88 0.88 0.88 0.88 1.00 1.00 1.00 1.00 1.00 1.00 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1142 1100 1231 1600 Travel Time (s) 26.0 25.0 28.0 36.4 Volume (vph) 58 4 20 77 6 104 53 1151 72 81 1183 47 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 63 4 22 84 7 113 58 1251 78 88 1286 51 Lane Group Flow(vph) 0 89 0 0 204 0 58 1251 78 88 1337 0 Turn Type custom custom Prot custom Prot ' Protected Phases 1 1 Permitted Phases 4 4 4 4 2 2 2 Detector Phases 4 4 4 4 1 2 2 1 2 Minimum Initial (s) 12.0 12.0 12.0 12.0 8.5 15.0 15.0 8.5 15.0 Minimum Split (s) 18.8 18.8 18.8 18.8 12.5 21.4 21.4 12.5 21.4 Total Split(s) 29.8 29.8 0.0 29.8 29.8 0.0 24.0 36.2 36.2 24.0 36.2 0.0 Total Split(%) 33.1% 33.1% 0.0% 33.1% 33.1% 0.0% 26.7% 40.2% 40.2% 26.7% 40.2% 0.0% Yellow Time (s) 3.6 3.6 3.6 3.8 3.0 4.7 4.7 3.0 4.7 All-Red Time (s) 3.2 3.2 3.2 3.2 1.0 1.7 1.7 1.0 1.7 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None C-Max C-Max None C-Max Act Effct Green (s) 19.4 19.4 10.2 50.9 50.9 10.2 50.9 Actuated g/C Ratio 0.22 0.22 0.11 0.57 0.57 0.11 0.57 ' v/c Ratio 0.28 0.59 0.29 0.63 0.09 0.44 0.67 Control Delay 24.7 38.2 39.7 17.1 12.5 50.4 15.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.7 38.2 39.7 17.1 12.5 50.4 15.3 LOS C D D B B D B Approach Delay 24.7 38.2 17.8 17.4 Approach LOS C D B ' B Queue Length 50th (ft) 34 106 31 244 20 51 212 Queue Length 95th (ft) 68 161 65 406 53 m80 #490 DST Output, South Windsor, CT 10/3/2005 2005 Existing PM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 1 Lanes, Volumes, Timings 1: Burnham Street & Route 5 10/5/2005 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Internal Link Dist(ft) 1062 1020 1151 1520 Turn Bay Length (ft) 295 180 265 Base Capacity (vph) 416 461 393 2001 895 393 1992 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.44 0.15 0.63 0.09 0.22 0.67 Intersection Summary ' Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 70 (78%), Referenced to phase 2:NBSB and 6:, Start of Yellow ' Natural Cycle: 60 Control Type:Actuated-Coordinated Maximum v/c Ratio: 0.67 Intersection Signal Delay: 19.2 Intersection LOS: B Intersection Capacity Utilization 62.4% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Burnham Street&Route 5 01 tr 02 04 DST Output, South Windsor, CT 10/3/2005 2005 Existing PM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 2 ' HCM Unsi nali g zed Intersection Capacity Analysis 20: Route 30 & Site Drive#2 10/5/2005 --* 4-- Movement EBT EBR WBL WBT NBL NBR r Lane Configurations T 4 Y Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 636 20 5 147 102 29 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 691 22 5 160 111 32 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None Median storage veh) ' Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 713 873 702 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 713 873 702 tC, single(s) 4.1 6.4 6.2 tC, 2 stage(s) tF (s) 2.2 3.5 3.3 p0 queue free% 99 65 93 cM capacity(veh/h) 887 319 438 Direction, Lane# EB 1 WB 1 NB 1 Volume Total 713 165 142 ' Volume Left 0 5 111 Volume Right 22 0 32 cSH 1700 887 339 Volume to Capacity 0.42 0.01 0.42 Queue Length 95th (ft) 0 0 50 Control Delay(s) 0.0 0.4 23.1 Lane LOS A C Approach Delay(s) 0.0 0.4 23.1 Approach LOS C Intersection Summary Average Delay 3.3 Intersection Capacity Utilization 48.8% ICU Level of Service A Analysis Period (min) 15 i DST Output, South Windsor, CT 10/3/2005 2005 Existing PM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Pagel ' Lane s, Volumes, Timings 8: Chapel Road & Route 30 10/5/2005 Lane Group EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 ' Lane Width (ft) 11 11 11• 11 11 11 11 11 11 11 11 11 Storage Length (ft) 200 0 300 0 150 0 0 220 Storage Lanes 1 0 1 0 1 0 0 1 Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector(ft) 50 50 50 50 50 50 50 50 50 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.979 0.961 0.979 0.850 Flt Protected 0.950 0.950 0.950 0.994 Satd. Flow(prot) 1711 1763 0 1711 1730 0 1711 1763 0 0 1790 1531 Fit Permitted 0.705 0.709 0.596 0.568 Satd. Flow(perm) 1269 1763 0 1277 1730 0 1073 1763 0 0 1023 1531 Right Turn on Red Yes Yes Yes Yes 1 Satd. Flow(RTOR) 10 18 10 112 Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1242 1326 2336 902 Travel Time (s) 28.2 30.1 53.1 20.5 Volume(vph) 94 58 9 14 54 19 25 540 90 18 129 103 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 102 63 10 15 59 21 27 587 98 20 140 112 Lane Group Flow(vph) 102 73 0 15 80 0 27 685 0 0 160 112 Turn Type custom custom custom custom custom Protected Phases 3 3 1 1 Permitted Phases 4 4 4 4 2 2 2 2 2 Detector Phases 3 3 4 4 1 1 2 2 2 Minimum Initial (s) 7.0 7.0 18.0 18.0 7.0 7.0 24.0 24.0 24.0 Minimum Split(s) 12.0 12.0 23.0 23.0 10.1 10.1 28.0 28.0 28.0 Total Split(s) 25.0 25.0 0.0 30.0 30.0 0.0 10.1 10.1 0.0 34.0 34.0 34.0 Total Split(%) 25.2% 25.2% 0.0% 30.3% 30.3% 0.0% 10.2% 10.2% 0.0% 34.3% 34.3% 34.3% Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 0.1 0.1 1.0 1.0 1.0 Lead/Lag Lead Lead Lag Lag Lead Lead Lag Lag Lag Lead-Lag Optimize? Recall Mode None None None None None None Min Min Min Act Effct Green (s) 23.7 26.7 19.1 19.1 32.6 38.4 26.1 26.1 Actuated g/C Ratio 0.34 0.38 0.26 0.26 0.48 0.57 0.38 0.38 v/c Ratio 0.21 0.11 0.04 0.17 0.05 0.68 0.41 0.17 Control Delay 14.1 11.6 22.6 19.5 12.0 21.8 24.9 5.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ' Total Delay 14.1 11.6 22.6 19.5 12.0 21.8 24.9 5.1 LOS B B C B E C C A Approach Delay 13.1 20.0 21.4 16.7 Approach LOS B B C B Queue Length 50th (ft) 27 16 5 22 7 261 58 0 Queue Length 95th (ft) 57 40 20 58 21 #492 120 33 DST Output, South Windsor, CT 10/3/2005 2005 Existing PM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 7 Lanes, Volumes, Timings ' 8: Chapel Road & Route 30 10/5/2005 Lane Group EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Internal Link Dist (ft) 1162 1246 2256 822 Turn Bay Length (ft) 200 300 150 220 ' Base Capacity(vph) 585 659 421 582 579 1003 443 726 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 ' Reduced v/c Ratio 0.17 0.11 0.04 0.14 0.05 0.68 0.36 0.15 Intersection Summary Area Type: Other ' Cycle Length: 99.1 Actuated Cycle Length:67.8 Natural Cycle: 80 ' Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.68 Intersection Signal Delay: 19.1 Intersection LOS: B Intersection Capacity Utilization 78.9% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 8: Chapel Road &Route 30 [50 m3 �ol * 2 m4 ' DST Output,South Windsor, CT 10/3/2005 2005 Existing PM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 8 HCM Unsignalized Intersection Capacity Analysis 14: Burnham Street & Site Drive 10/5/2005 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 T Y Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 1 157 198 1 1 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 1 171 215 1 1 2 Pedestrians Lane Width (ft) Walking Speed (ft/s) ' Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1100 pX, platoon unblocked vC, conflicting volume 216 389 216 ' vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 216 389 216 ' tC,single(s) 4.1 6.4 6.2 tC, 2 stage (s) tF(s) 2.2 3.5 3.3 p0 queue free% 100 100 100 ' cM capacity(veh/h) 1353 615 824 Direction, Lane# EB 1 WB 1 SB 1 ' Volume Total 172 216 3 Volume Left 1 0 1 Volume Right 0 1 2 cSH 1353 1700 740 ' Volume to Capacity 0.00 0.13 0.00 Queue Length 95th (ft) 0 0 0 Control Delay (s) 0.1 0.0 9.9 ' Lane LOS A A Approach Delay(s) 0.1 0.0 9.9 Approach LOS A ' Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 20.5% ICU Level of Service A ' Analysis Period (min) 15 DST Output, South Windsor, CT 10/3/2005 2005 Existing PM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 1 r r r r r r r r r r EXHIBIT 15 OPERATIONAL ANALYSIS WORKSHEETS r 2007 BACKGROUND AM PEAK HOUR TRAFFIC VOLUMES SOUTH WINDSOR, CONNECTICUT r r r r r r r r ' Lanes Volumes, Timings ' 5: Route 291 WB Ramps & Route 5 10/5/2005 ' Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations 11 If I ft ++ Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 ' Storage Length (ft) 170 170 340 0 Storage Lanes 2 1 1 0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector(ft) 50 50 50 50 50 ' Trailing Detector(ft) 0 0 0 0 0 Turning Speed (mph) 15 9 15 g Lane Util. Factor 0.97 1.00 1.00 0.95 0.95 1.00 ' Frt 0.850 Flt Protected 0.950 0.950 Satd. Flow(prot) 3433 1583 1770 3539 3539 0 ' Fit Permitted 0.950 0.127 Satd. Flow(perm) 3433 1583 237 3539 3539 0 Right Turn on Red Yes Yes Satd. Flow(RTOR) 183 Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Link Speed (mph) 30 30 30 Link Distance (ft) 871 1154 1580 Travel Time(s) 19.8 26.2 35.9 Volume(vph) 310 168 360 724 882 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 337 183 391 787 959 0 ' Lane Group Flow(vph) 337 183 391 787 959 0 Turn Type custom custom Protected Phases 4 4 1 1 Permitted Phases 4 4 2 2 2 Detector Phases 4 4 1 1 2 Minimum Initial (s) 11.0 11.0 7.5 7.5 15.0 ' Minimum Split(s) 16.4 16.4 11.5 11.5 20.9 Total Split(s) 25.5 25.5 29.0 29.0 35.5 0.0 Total Split(%) 28.3% 28.3% 32.2% 32.2% 39.4% 0.0% Yellow Time (s) 3.6 3.6 3.0 3.0 4.7 ' All-Red Time (s) 1.8 1.8 1.0 1.0 1.2 Lead/Lag Lead Lead Lag Lead-Lag Optimize? ' Recall Mode None None None None C-Max Act Effct Green (s) 15.7 15.7 62.3 68.3 41.3 Actuated g/C Ratio 0.17 0.17 0.69 0.74 0.46 ' v/c Ratio 0.56 0.43 0.75 0.30 0.59 Control Delay 37.4 8.2 30.1 8.6 21.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 37.4 8.2 30.1 8.6 21.6 ' LOS D A C A C Approach Delay 27.1 15.7 21.6 Approach LOS C B C ' Queue Length 50th (ft) 92 0 218 82 213 Queue Length 95th (ft) 126 52 320 237 317 Internal Link Dist(ft) 791 1074 1500 DST Output, South Windsor, CT 10/3/2005 2007 Background AM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 5 Lanes Vo lumes, Timings 5: Route 291 WB Ramps & Route 5 10/5/2005 --* ---* 4\ t *1 ' Lane Group EBL EBR NBL NBT SBT SBR Turn Bay Length (ft) 170 170 340 Base Capacity(vph) 820 517 595 2591 1622 ' Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.41 0.35 0.66 0.30 0.59 ' Intersection Summary Area Type: Other Cycle Length: 90 ' Actuated Cycle Length: 90 Offset:30 (33%), Referenced to phase 2:NBSB, Start of Yellow Natural Cycle: 60 ' Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay:20.1 Intersection LOS: C ' Intersection Capacity Utilization 63.5% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 5: Route 291 WB Ramps& Route 5 4 81 o2 @4 DST Output, South Windsor, CT 10/3/2005 2007 Background AM Peak Hour BUBARIS TRAFFIC ASSOCIATES Synchro 6 Report Page 6 Lanes, Volumes, Timings ' 2: Route 291 EB Ramps & Route 5 10/5/2005 ' Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector(ft) 50 50 50 50 50 50 50 50 50 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 ' Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.927 0.850 Fit Protected 0.950 0.950 0.950 0.950 Satd. Flow(prat) 3433 1863 0 1770 1727 0 1770 3539 1583 1770 3539 0 Fit Permitted 0.950 0.950 0.950 0.950 Satd. Flow(perm) 3433 1863 0 1770 1727 0 1770 3539 1583 1770 3539 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 33 87 Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Link Speed (mph) 30 30 30 30 Link Distance (ft) 820 1216 1600 1154 Travel Time (s) 18.6 27.6 36.4 26.2 Volume (vph) 389 121 0 297 32 30 79 666 80 79 865 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 423 132 0 323 35 33 86 724 87 86 940 0 Lane Group Flow(vph) 423 132 0 323 68 0 86 724 87 86 940 0 Turn Type custom custom Prot custom Prot Protected Phases 4 4 7 7 1 1 Permitted Phases 4 4 7 7 2 2 2 Detector Phases 4 4 7 7 1 2 2 1 2 Minimum Initial (s) 11.0 11.0 11.0 11.0 7.0 15.0 15.0 7.0 15.0 Minimum Split (s) 16.0 16.0 16.0 16.0 11.0 21.0 21.0 11.0 21.0 Total Split(s) 25.0 25.0 0.0 23.0 23.0 0.0 15.0 27.0 27.0 15.0 27.0 0.0 ' Total Split(%) 27.8% 27.8% 0.0% 25.6% 25.6% 0.0% 16.7% 30.0% 30.0% 16.7% 30.0% 0.o% Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 5.0 5.0 3.0 5.0 All-Red Time (s) 2.0 2.0 2.0 2.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lag Lead La ' Lead-Lag Optimize? ea g Recall Mode None None None None None C-Max C-Max None C-Max Act Effct Green (s) 17.0 17.0 18.5 18.5 9.4 31.2 31.2 9.4 31.2 1 Actuated g/C Ratio 0.19 0.19 0.21 0.21 0.10 0.35 0.35 . 0.10 0.35 v/c Ratio 0.65 0.37 0.88 0.18 0.46 0.59 0.14 0.46 0.77 Control Delay 38.3 34.1 61.6 18.8 34.9 22.8 8.4 43.1 48.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.3 34.1 61.6 18.8 34.9 22.8 8.4 43.1 48.4 LOS D C E B C C A D D Approach Delay 37.3 54.2 22.6 47.9 ' Approach LOS D D C D Queue Length 50th (ft) 115 66 178 16 45 193 10 53 285 Queue Length 95th (ft) 155 113 #325 51 59 277 56 m91 #446 ' Internal Link Dist(ft) 740 1136 1520 1074 Turn Bay Length (ft) Base Capacity(vph) 801 435 374 391 216 1228 606 216 1228 ' DST Output, South Windsor, CT 10/3/2005 2007 Background AM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 3 ' Lanes Volum es, Timings 2: Route 291 EB Ramps & Route 5 10/5/2005 ' Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.53 0.30 0.86 0.17 0.40 0.59 0.14 0.40 0.77 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 18 (20%), Referenced to phase 2:NBSB, Start of Yellow Natural Cycle: 70 Control Type:Actuated-Coordinated Maximum v/c Ratio: 0.88 ' Intersection Signal Delay: 38.8 Intersection LOS: D Intersection Capacity Utilization 68.7% ICU Level of Service C Analysis Period (min) 15 ' # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits s and Phases: 2: Route 291 EB Ramps&Route 5 m1 mZ 04 ' DST Output, South Windsor, CT 10/3/2005 2007 Background AM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 4 ' Lanes Volumes, 1: Burnham Street & Route 5 10/5/2005 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SST SBR Lane Configurations Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 15 15 15 15 15 15 12 12 12 12 12 12 Storage Length (ft) 0 0 0 0 295 180 265 0 Storage Lanes 0 0 0 0 1 1 1 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ' Leading Detector(ft) 50 50 50 50 50 50 50 50 50 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 g Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 0.95 Frt 0.946 0.964 0.850 0.998 Flt Protected 0.976 0.969 0.950 0.950 Satd. Flow(prot) 0 1892 0 0 1914 0 1770 3539 1583 1770 3532 0 Flt Permitted 0.824 0.775 0.950 0.950 Satd. Flow(perm) 0 1597 0 0 1531 0 1770 3539 1583 1770 3532 0 Right Turn on Red Yes No No 1 Satd. Flow(RTOR) 38 Yes Headway Factor 0.88 0.88 0.88 0.88 0.88 0.88 1.00 1.00 1.00 1.00 1.00 1.00 Link Speed (mph) 30 30 30 30 ' Link Distance (ft) 1142 1100 1231 1600 Travel Time (s) 26.0 25.0 28.0 36.4 Volume (vph) 47 9 38 90 13 37 21 741 108 56 1411 21 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 ' Adj. Flow(vph) 51 10 41 98 14 40 23 805 117 61 1534 23 Lane Group Flow(vph) 0 102 0 0 152 0 23 805 117 61 1557 0 Turn Type custom custom Prot custom Prot ' Protected Phases 1 1 Permitted Phases 4 4 4 4 2 2 2 Detector Phases 4 4 4 4 1 2 2 1 2 ' Minimum Initial (s) 12.0 12.0 12.0 12.0 .8.5 15.0 15.0 8.5 15.0 Minimum Split(s) 18.8 18.8 18.8 18.8 12.5 21.4 21.4 12.5 21.4 Total Split(s) 29.8 29.8 0.0 29.8 29.8 0.0 24.0 36.2 36.2 24.0 36.2 0.0 Total Split(%) 33.1% 33.1% 0.0% 33.1% 33.1% 0.0% 26.7% 40.2% 40.2% 26.7% 40.2% 0.0% Yellow Time(s) 3.6 3.6 3.8 3.6 3.0 4.7 4.7 3.0 4.7 All-Red Time (s) 3.2 3.2 3.2 3.2 1.0 1.7 1.7 1.0 1.7 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None C-Max C-Max None C-Max Act Effct Green (s) 17.4 17.4 9.4 53.8 53.8 9.4 53.8 Actuated g/C Ratio 0.19 0.19 0.10 0.60 0.60 0.10 0.60 ' v/c Ratio 0.30 0.51 0.12 0.38 0.12 0.33 0.74 Control Delay 22.0 38.5 37.6 11.4 10.3 48.0 14.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 22.0 38.5 37.6 11.4 10.3 48.0 14.0 LOS C D D B B D B Approach Delay 22.0 38.5 11.9 15.3 Approach LOS C D B B Queue Length 50th (ft) 31 79 12 118 27 35 155 Queue Length 95th (ft) 70 130 35 198 65 m51 m#583 DST Output, South Windsor, CT 10/3/2005 2007 Background AM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 1 t Lanes, Volumes, Timings 1: Burnham Street & Route 5 10/5/2005 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Internal Link Dist(ft) 1062 1020 1151 1520 Turn Bay Length (ft) 295 180 265 Base Capacity(vph) 485 439 393 2115 946 393 2111 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.35 0.06 0.38 0.12 0.16 0.74 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 70 (780/6), Referenced to phase 2:NBSB and 6:, Start of Yellow Natural Cycle: 70 Control Type:Actuated-Coordinated Maximum v/c Ratio: 0.74 Intersection Signal Delay: 15.7 Intersection LOS: B Intersection Capacity Utilization 64.2% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. ' Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Burnham Street& Route 5 I-It01 fie o2 04 ' DST Output, South Windsor, CT 10/3/2005 2007 Background AM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 2 HC M Unsignalized Intersection Capacity Analysis 20: Route 30 & Site Drive#2 10/5/2005 ---o` ""t 1(' *— Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1� 4 Y Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 129 151 39 336 22 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 140 164 42 365 24 3 ' Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 304 672 222 ' vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 304 672 222 tC, single(s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free% 97 94 100 ' cM capacity(veh/h) 1256 407 817 Direction, Lane# EB 1 WB 1 NB 1 Volume Total 304 408 27 Volume Left 0 42 24 Volume Right 164 0 3 cSH 1700 1256 433 ' Volume to Capacity 0.18 0.03 0.06 Queue Length 95th (ft) 0 3 5 Control Delay(s) 0.0 1.1 13.9 ' Lane LOS A B Approach Delay(s) 0.0 1.1 13.9 Approach LOS B ' Intersection Summary Average Delay 1.1 Intersection Capacity Utilization 49.2% ICU Level of Service A Analysis Period (min) 15 ' DST Output, South Windsor, CT 10/3/2005 2007 Background AM Peak Hour BUBARIS TRAFFIC ASSOCIATES Synchro 6 Report Page 3 ' Lan es, Volumes, Timings 8: Chapel Road & Route 30 10/5/2005 ' Lane Group EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations I t I T I T 4 r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 11 11 11 Storage Length (ft) 200 0 300 0 150 0 0 220 Storage Lanes 1 0 1 0 1 0 0 1 Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ' Leading Detector(ft) 50 50 50 50 50 50 50 50 50 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 g Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.966 0.979 0.981 0.850 Fit Protected 0.950 0.950 0.950 0.997 Satd. Flow(prot) 1711 1739 0 1711 1763 0 1711 1766 0 0 1795 1531 ' Fit Permitted 0.653 0.722 0.302 0.981 Satd. Flow(perm) 1176 1739 0 1300 1763 0 544 1766 0 0 1766 1531 Right Turn on Red Yes Yes Yes Yes ' Satd. Flow(RTOR) 12 8 9 325 Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 Link Speed (mph) 30 30 30 30 ' Link Distance (ft) 1242 1326 2336 902 Travel Time (s) 28.2 30.1 53.1 20.5 Volume(vph) 46 38 11 49 93 15 14 102 15 19 314 299 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 ' Adj. Flow(vph) 50 41 12 53 101 16 15 111 16 21 341 325 Lane Group Flow(vph) 50 53 0 53 117 0 15 127 0 0 362 325 Turn Type custom custom custom custom custom Protected Phases 3 3 1 1 Permitted Phases 4 4 4 4 2 2 2 2 2 Detector Phases 3 3 4 4 1 1 2 2 2 Minimum Initial (s) 7.0 7.0 18.0 18.0 7.0 7.0 24.0 24.0 24.0 ' Minimum Split (s) 12.0 12.0 23.0 23.0 10.1 10.1 28.0 28.0 28.0 Total Split(s) 25.0 25.0 0.0 30.0 30.0 0.0 10.1 10.1 0.0 34.0 34.0 34.0 Total Split(%) 25.2% 25.2% 0.0% 30.3% 30.3% 0.0% 10.2% 10.2% 0.0% 34.3% 34.3% 34.3% ' Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 0.1 0.1 1.0 1.0 1.0 Lead/Lag Lead Lead Lag Lag Lead Lead Lag Lag Lag Lead-Lag Optimize? Recall Mode None None None None None None Min Min Min Act Effct Green (s) 26.4 30.1 20.3 20.3 44.3 47.9 39.6 39.6 Actuated g/C Ratio 0.31 0.35 0.23 0.23 0.51 0.56 0.47 0.47 ' v1c Ratio 0.12 0.09 0.18 0.29 0.04 0.13 0.44 0.36 Control Delay 14.4 11.4 24.2 22.9 10.9 10.2 20.6 3.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ' Total Delay 14.4 11.4 24.2 22.9 10.9 10.2 20.6 3.6 LOS B B C C B B C A Approach Delay 12.9 23.3 10.3 12.5 Approach LOS B C B B Queue Length 50th (ft) 13 11 18 39 4 29 136 0 Queue Length 95th (ft) 36 34 51 90 13 60 226 50 ' DST Output, South Windsor, CT 10/3/2005 2007 Background AM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 7 Lanes, Volumes, Timings 8: Chapel Road & Route 30 10/5/2005 ' Lane Group EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Internal Link Dist(ft) 1162 1246 2256 822 Turn Bay Length (ft) 200 300 150 220 ' Base Capacity(vph) 491 560 375 514 367 988 885 929 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.09 0.14 0.23 0.04 0.13 0.41 0.35 Intersection Summary Area Type: Other Cycle Length: 99.1 Actuated Cycle Length: 84.1 Natural Cycle: 75 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.44 Intersection Signal Delay: 13.9 Intersection LOS: B Intersection Capacity Utilization 51.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 8: Chapel Road &Route 30 ' 01 o2 — 03 04 r t ' DST Output, South Windsor, CT 10/3/2005 2007 Background AM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 8 HCM Unsignalized Intersection Capacity Analysis 14: Burnham Street & Site Drive 10/5/2005 .-A --► " — k 4/ ' Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 1� Y Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 3 170 136 1 1 4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 3 185 148 1 1 4 ' Pedestrians Lane Width (ft) Walking Speed (ft/s) ' Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal(ft) 1100 pX, platoon unblocked vC, conflicting volume 149 340 148 ' vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 149 340 148 ' tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF(s) 2.2 3.5 3.3 p0 queue free% 100 100 100 cM capacity(veh/h) 1433 655 898 Direction, Lane# EB 1 WB 1 SB 1 Volume Total 188 149 5 Volume Left 3 0 1 Volume Right 0 1 4 cSH 1433 1700 836 Volume to Capacity 0.00 0.09 0.01 Queue Length 95th (ft) 0 0 0 Control Delay(s) 0.1 0.0 9.3 ' Lane LOS A A Approach Delay(s) 0.1 0.0 9.3 Approach LOS A Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 21.3% ICU Level of Service A Analysis Period (min) 15 DST Output, South Windsor, CT 10/3/2005 2007 Background AM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 1 ' EXHIBIT 16 OPERATIONAL ANALYSIS WORKSHEETS ' 2007 BACKGROUND PM PEAK HOUR TRAFFIC VOLUMES SOUTH WINDSOR, CONNECTICUT Lanes, Volumes, Timings 5: Route 291 WB Ramps & Route 5 10/6/2005 s t ' Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations 11 r I ++ tf Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 ' Storage Length (ft) 170 170 340 0 Storage Lanes 2 1 1 0 Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector(ft) 50 50 50 50 50 ' Trailing Detector(ft) 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 Lane Util. Factor 0.97 1.00 1.00 0.95 0.95 1.00 ' Frt 0.850 Fit Protected 0.950 0.950 Satd. Flow(prot) 3433 1583 1770 3539 3539 0 ' Fit Permitted 0.950 0.136 Satd. Flow(perm) 3433 1583 253 3539 3539 0 Right Turn on Red Yes Yes Satd. Flow(RTOR) 118 ' Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Link Speed (mph) 30 30 30 Link Distance (ft) 871 1154 1580 Travel Time (s) 19.8 26.2 35.9 Volume (vph) 179 109 443 939 849 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 195 118 482 1021 923 0 ' Lane Group Flow(vph) 195 118 482 1021 923 0 Turn Type custom custom Protected Phases 4 4 1 1 Permitted Phases 4 4 2 2 2 Detector Phases 4 4 1 1 2 Minimum Initial (s) 11.0 11.0 7.5 7.5 15.0 ' Minimum Split(s) 16.4 16.4 11.5 11.5 20.9 Total Split(s) 25.5 25.5 29.0 29.0 35.5 0.0 Total Split(%) 28.3% 28.3% 32.2% 32.2% 39.4% 0.0% Yellow Time(s) 3.6 3.6 3.0 3.0 4.7 All-Red Time (s) 1.8 1.8 1.0 1.0 1.2 Lead/Lag Lead Lead Lag Lead-Lag Optimize? ' Recall Mode None None None None C-Max Act Effct Green (s) 12.9 12.9 65.1 69.1 41.5 Actuated g/C Ratio 0.14 0.14 0.72 0.77 0.46 ' v/c Ratio 0.40 0.36 0.83 0.38 0.57 Control Delay 37.5 10.2 31.2 8.6 19.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 37.5 10.2 31.2 8.6 19.9 ' LOS D B C A B Approach Delay 27.2 15.8 19.9 Approach LOS C B B ' Queue Length 50th (ft) 53 0 264 189 198 Queue Length 95th (ft) 83 46 m329 m268 270 Internal Link Dist(ft) 791 1074 1500 ' DST Output, South Windsor, CT 10/3/2005 2007 Background PM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 5 Lanes Volumes, Timings ' 5: Route 291 WB Ramps & Route 5 10/6/2005 --* 'N t ' Lane Group EBL EBR NBL NBT SBT SBR Turn Bay Length (ft) 170 170 340 Base Capacity(vph) 820 468 607 2692 1633 -Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.24 0.25 0.79 0.38 0.57 ' Intersection Summary Area Type: Other Cycle Length: 90 ' Actuated Cycle Length: 90 Offset: 30(33%), Referenced to phase 2:NBSB, Start of Yellow Natural Cycle: 60 ' Control Type:Actuated-Coordinated Maximum v/c Ratio: 0.83 Intersection Signal Delay: 18.5 Intersection LOS: B ' Intersection Capacity Utilization 67.2% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. ' Splits and Phases: 5: Route 291 WB Ramps& Route 5 01 m2 m4 ' DST Output, South Windsor,CT 10/3/2005 2007 Background PM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 6 Lanes, Volumes, Timings ' 2: Route 291 EB Ramps & Route 5 10/6/2005 ' Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 + I T I ++ r ff Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 ' Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector(ft) 50 50 50 50 50 50 50 50 50 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 ' Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.924 0.850 Fit Protected 0.950 0.950 0.950 0.950 ' Satd. Flow(prot) 3433 1863 0 1770 1721 0 1770 3539 1583 1770 3539 0 Fit Permitted 0.950 0.950 0.950 0.950 Satd. Flow(perm) 3433 1863 0 1770 1721 0 1770 3539 1583 1770 3539 0 ' Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 52 316 Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Link Speed (mph) 30 30 30 30 Link Distance (ft) 820 1216 1600 1154 Travel Time (s) 18.6 27.6 36.4 26.2 Volume (vph) 406 350 0 140 56 58 158 918 291 29 579 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 441 380 0 152 61 63 172 998 316 32 629 0 Lane Group Flow(vph) 441 380 0 152 124 0 172 998 316 32 629 0 Turn Type custom custom Prot custom Prot Protected Phases 4 4 7 7 1 1 Permitted Phases 4 4 7 7 2 2 2 Detector Phases 4 4 7 7 1 2 2 1 2 ' Minimum Initial (s) 11.0 11.0 11.0 11.0 7.0 15.0 15.0 7.0 15.0 Minimum Split (s) 16.0 16.0 16.0 16.0 11.0 21.0 21.0 11.0 21.0 Total Split(s) 25.0 25.0 0.0 23.0 23.0 0.0 15.0 27.0 27.0 15.0 27.0 0.0 ' Total Split(%) 27.8% 27.8% 0.0% 25.6% 25.6% 0.0% 16.7% 30.0% 30.0% 16.7% 30.0% 0.0% Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 5.0 5.0 3.0 5.0 All-Red Time (s) 2.0 2.0 2.0 2.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None C-Max C-Max None C-Max Act Effct Green (s) 20.5 20.5 14.4 14.4 10.7 28.4 28.4 10.7 28.4 Actuated g/C Ratio 0.23 0.23 0.16 0.16 0.12 0.32 0.32 0.12 0.32 v/c Ratio 0.57 0.90 0.54 0.39 0.82 0.89 0.44 0.15 0.56 Control Delay 33.9 59.3 41.5 23.3 63.8 33.0 5.9 37.9 48.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.9 59.3 41.5 23.3 63.8 33.0 5.9 37.9 48.1 LOS C E D C E C A D D Approach Delay 45.7 33.3 30.8 47.6 ' Approach LOS D C C D Queue Length 50th (ft) 113 209 81 37 77 295 72 20 182 Queue Length 95th (ft) 161 #368 133 83 m#187 #460 74 m36 257 ' Internal Link Dist(ft) 740 1136 1520 1074 Turn Bay Length (ft) Base Capacity(vph) 801 435 374 404 216 1116 716 216 1116 DST Output, South Windsor, CT 10/3/2005 2007 Background PM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 3 ' Lanes Volumes, Timings ' 2: Route 291 EB Ramps & Route 5 10/6/2005 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 ' Reduced v/c Ratio 0.55 0.87 0.41 0.31 0.80 0.89 0.44 0.15 0.56 Intersection Summary ' Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 18 (200/6), Referenced to phase 2:NBSB, Start of Yellow Natural Cycle: 90 Control Type:Actuated-Coordinated Maximum v/c Ratio: 0.90 ' Intersection Signal Delay: 38.2 Intersection LOS: D Intersection Capacity Utilization 72.1% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Route 291 EB Ramps&Route 5 s 01 _ m2 m4 07 DST Output, South Windsor, CT 10/3/2005 2007 Background PM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 4 Lanes, Volumes, Timings ' 1: Burnham Street & Route 5 10/6/2005 ."A ---I' t �" `'� �► Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *T+ 4 1 tf r 1 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 ' Lane Width (ft) 15 15 15 15 15 15 12 12 12 12 12 12 Storage Length (ft) 0 0 0 0 295 180 265 0 Storage Lanes 0 0 0 0 1 1 1 0 Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector(ft) 50 50 50 50 50 50 50 50 50 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 0.95 Frt 0.967 0.925 0.850 0.994 Fit Protected 0.966 0.980 0.950 0.950 Satd. Flow(prot) 0 1914 0 0 1857 0 1770 3539 1583 1770 3518 0 Fit Permitted 0.703 0.848 0.950 0.950 Satd. Flow(perm) 0 1393 0 0 1607 0 1770 3539 1583 1770 3518 0 Right Turn on Red Yes No No Yes Satd. Flow(RTOR) 18 5 Headway Factor 0.88 0.88 0.88 0.88 0.88 0.88 1.00 1.00 1.00 1.00 1.00 1.00 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1142 1100 1231 1600 Travel Time (s) 26.0 25.0 28.0 36.4 Volume (vph) 59 4 20 79 6 106 54 1174 73 83 1207 48 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 64 4 22 86 7 115 59 1276 79 90 1312 52 Lane Group Flow(vph) 0 90 0 0 208 0 59 1276 79 90 1364 0 Turn Type custom custom Prot custom Prot Protected Phases 1 1 Permitted Phases 4 4 4 4 2 2 2 Detector Phases 4 4 4 4 1 2 2 1 2 1 Minimum Initial (s) 12.0 12.0 12.0 12.0 8.5 15.0 15.0 8.5 15.0 Minimum Split(s) 18.8 18.8 18.8 18.8 12.5 21.4 21.4 12.5 21.4 Total Split(s) 29.8 29.8 0.0 29.8 29.8 0.0 24.0 36.2 36.2 24.0 36.2 0.0 Total Split(%) 33.1% 33.1% 0.0% 33.1% 33.1% 0.0% 26.7% 40.2% 40.2% 26.7% 40.2% 0.0% Yellow Time(s) 3.6 3.6 3.6 3.6 3.0 4.7 4.7 3.0 4.7 All-Red Time (s) 3.2 3.2 3.2 3.2 1.0 1.7 1.7 1.0 1.7 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None C-Max C-Max None C-Max Act Effct Green (s) 19.6 19.6 10.3 50.6 50.6 10.3 50.6 Actuated g/C Ratio 0.22 0.22 0.11 0.56 0.56 0.11 0.56 v/c Ratio 0.28 0.59 0.29 0.64 0.09 0.45 0.69 Control Delay 24.7 38.2 39.7 17.7 12.6 53.6 16.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.7 38.2 39.7 17.7 12.6 53.6 16.2 LOS C D D B B D B Approach Delay 24.7 38.2 18.3 18.5 Approach LOS C D B B Queue Length 50th (ft) 34 108 32 254 20 53 364 Queue Length 95th (ft) 69 163 66 422 54 m98 #523 DST Output, South Windsor, CT 10/3/2005 2007 Background PM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 1 ' Lane s, Volumes, Timings 1: Burnham Street & Route 5 10/6/2005 'A �--- k 4� + I ' Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Internal Link Dist (ft) 1062 1020 1151 1520 Turn Bay Length (ft) 295 180 265 ' Base Capacity (vph) 412 461 393 1991 891 393 1982 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.45 0.15 0.64 0.09 0.23 0.69 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 70 (78%), Referenced to phase 2:NBSB and 6:, Start of Yellow Natural Cycle: 60 Control Type:Actuated-Coordinated Maximum v/c Ratio: 0.69 ' Intersection Signal Delay: 19.9 Intersection LOS: B Intersection Capacity Utilization 63.3% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Burnham Street&Route 5 01 .2 - �4 i 1 1 1 DST Output, South Windsor, CT 10/3/2005 2007 Background PM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 2 ' HCM Unsi n g alized Intersection Capacity Analysis ' 20: Route 30 & Site Drive#2 10/6/2005 ' Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1� 4 Y Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 649 20 5 150 104 30 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 705 22 5 163 113 33 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 727 890 716 vC1,stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 727 890 716 tC, single(s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free% 99 64 92 cM capacity(vehlh) 876 311 430 Direction, Lane# EB 1 WB 1 NB 1 Volume Total 727 168 146 Volume Left 0 5 113 Volume Right 22 0 33 cSH 1700 876 332 Volume to Capacity 0.43 0.01 0.44 Queue Length 95th (ft) 0 0 54 Control Delay(s) 0.0 0.4 24.1 Lane LOS A C Approach Delay (s) 0.0 0.4 24.1 Approach LOS C Intersection Summary Average Delay 3.4 Intersection Capacity Utilization 49.6% ICU Level of Service A Analysis Period (min) 15 ' DST Output, South Windsor, CT 10/3/2005 2007 Background PM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Pagel ' Lanes Vo lumes, Timings 8: Chapel Road & Route 30 10/6/2005 __W __* --A Lane Group EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations I 1 T I t 4 r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 11 11 11 Storage Length (ft) 200 0 300 0 150 0 0 220 Storage Lanes 1 0 1 0 1 0 0 1 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector(ft) 50 50 50 50 50 50 50 50 50 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.980 0.961 0.979 0.850 Fit Protected 0.950 0.950 0.950 0.994 Satd. Flow(prot) 1711 1765 0 1711 1730 0 1711 1763 0 0 1790 1531 Fit Permitted 0.704 0.709 0.591 0.533 Satd. Flow(perm) 1268 1765 0 1277 1730 0 1064 1763 0 0 960 1531 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 10 17 10 114 Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1242 1326 2336 902 Travel Time(s) 28.2 30.1 53.1 20.5 Volume (vph) 96 59 9 14 55 19 26 551 92 18 132 105 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 ' Adj. Flow(vph) 104 64 10 15 60 21 28 599 100 20 143 114 Lane Group Flow(vph) 104 74 0 15 81 0 28 699 0 0 163 114 Turn Type custom custom custom custom custom Protected Phases 3 3 1 1 Permitted Phases 4 4 4 4 2 2 2 2 2 Detector Phases 3 3 4 4 1 1 2 2 2 Minimum Initial (s) 7.0 7.0 18.0 18.0 7.0 7.0 24.0 24.0 24.0 Minimum Split(s) 12.0 12.0 23.0 23.0 10.1 10.1 28.0 28.0 28.0 Total Split(s) 25.0 25.0 0.0 30.0 30.0 0.0 10.1 10.1 0.0 34.0 34.0 34.0 Total Split(%) 25.2% 25.2% 0.0% 30.3% 30.3% 0.0% 10.2% 10.2% 0.0% 34.3% 34.3% 34.3% Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 0.1 0.1 1.0 1.0 1.0 Lead/Lag Lead Lead Lag Lag Lead Lead Lag Lag Lag ' Lead-Lag Optimize? Recall Mode None None None None None None Min Min Min Act Effct Green (s) 23.8 26.8 19.2 19.2 33.1 38.9 26.5 26.5 Actuated g/C Ratio 0.34 0.38 0.26 0.26 0.48 0.57 0.39 0.39 v/c Ratio 0.21 0.11 0.04 0.17 0.05 0.69 0.44 0.17 Control Delay 14.5 12.0 23.2 20.2 11.9 22.0 25.7 5.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.5 12.0 23.2 20.2 11.9 22.0 25.7 5.0 LOS B B C C B C C A Approach Delay 13.4 20.7 21.6 17.2 Approach LOS B C C B Queue Length 50th (ft) 28 17 5 23 7 271 60 0 Queue Length 95th (ft) 60 42 21 61 21 #508 125 33 DST Output, South Windsor, CT 10/3/2005 2007 Background PM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 7 Lanes, Volumes, Timings 8: Chapel Road & Route 30 10/6/2005 Lane Group EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Internal Link Dist (ft) 1162 1246 2256 822 Turn Bay Length (ft) 200 300 150 220 Base Capacity(vph) 584 658 418 578 578 1007 415 726 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.18 0.11 0.04 0.14 0.05 0.69 0.39 0.16 Intersection Summary Area Type: Other Cycle Length: 99.1 Actuated Cycle Length: 68.4 Natural Cycle: 80 1 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.69 Intersection Signal Delay: 19.4 Intersection LOS: B Intersection Capacity Utilization 79.6% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 8: Chapel Road &Route 30 el r¢µ 02 - 03 04 r i DST Output, South Windsor, CT 10/3/2005 2007 Background PM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 8 HCM Unsignalized Intersection Capacity Analysis 14: Burnham Street & Site Drive 10/6/2005 Movement EBL EBT WBT WBR SBL SBR Lane Configurations *' T, tit Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 1 160 202 1 1 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 1 174 220 1 1 2 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1100 pX, platoon unblocked vC, conflicting volume 221 396 220 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 221 396 220 tC, single(s) 4.1 6.4 6.2 tC, 2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 100 100 100 cM capacity(veh/h) 1349 608 820 Direction, Lane# EB 1 WB 1 SB 1 Volume Total 175 221 3 Volume Left 1 0 1 Volume Right 0 1 2 cSH 1349 1700 735 ' Volume to Capacity 0.00 0.13 0.00 Queue Length 95th (ft) 0 0 0 Control Delay(s) 0.1 0.0 9.9 Lane LOS A A Approach Delay(s) 0.1 0.0 9.9 Approach LOS A Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 20.7% ICU Level of Service A Analysis Period (min) 15 DST Output, South Windsor, CT 10/3/2005 2007 Background PM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 1 EXHIBIT 17 OPERATIONAL ANALYSIS WORKSHEETS 2007 COMBINED AM PEAK HOUR TRAFFIC VOLUMES SOUTH WINDSOR, CONNECTICUT Lanes, Volumes, Timings 5: Route 291 WB Ramps & Route 5 10/6/2005 --* --v A\ t Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations 11 r I ++ ++ Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 170 170 340 0 Storage Lanes 2 1 1 0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector(ft) 50 50 50 50 50 Trailing Detector(ft) 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 Lane Util. Factor 0.97 1.00 1.00 0.95 0.95 1.00 Frt 0.850 Fit Protected 0.950 0.950 Satd. Flow(prot) 3433 1583 1770 3539 3539 0 Fit Permitted 0.950 0.127 ' Satd. Flow(perm) 3433 1583 237 3539 3539 0 Right Turn on Red Yes Yes Satd. Flow(RTOR) 198 Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Link Speed (mph) 30 30 30 Link Distance (ft) 871 1154 1580 Travel Time (s) 19.8 26.2 35.9 Volume (vph) 310 182 361 724 883 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 337 198 392 787 960 0 Lane Group Flow(vph) 337 198 392 787 960 0 Turn Type custom custom Protected Phases 4 4 1 1 Permitted Phases 4 4 2 2 2 Detector Phases 4 4 1 1 2 Minimum Initial (s) 11.0 11.0 7.5 7.5 15.0 Minimum Split (s) 16.4 16.4 11.5 11.5 20.9 Total Split(s) 25.5 25.5 29.0 29.0 35.5 0.0 Total Split(%) 28.3% 28.3% 32.2% 32.2% 39.4% 0.0% Yellow Time (s) 3.6 3.6 3.0 3.0 4.7 All-Red Time (s) 1.8 1.8 1.0 1.0 1.2 Lead/Lag Lead Lead Lag Lead-Lag Optimize? Recall Mode None None None None C-Max Act Effct Green (s) 15.7 15.7 62.3 66.3 41.2 Actuated g/C Ratio 0.17 0.17 0.69 0.74 0.46 v/c Ratio 0.56 0.45 0.75 0.30 0.59 Control Delay 37.4 8.2 30.1 8.8 21.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 37.4 8.2 30.1 8.8 21.7 LOS D A C A C Approach Delay 26.6 15.9 21.7 Approach LOS C B C Queue Length 50th (ft) 92 0 218 101 214 Queue Length 95th (ft) 126 54 320 237 317 Internal Link Dist(ft) 791 1074 1500 DST Output, South Windsor, CT 10/3/2005 2007 Combined AM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 5 Lanes Volumes Timin gs 5: Route 291 WB Ramps & Route 5 10/6/2005 1` -.4 Lane Group EBL EBR NBL NBT SBT SBR Turn Bay Length (ft) 170 170 340 Base Capacity(vph) 820 529 595 2589 1619 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.41 0.37 0.66 0.30 0.59 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 30 (33%), Referenced to phase 2:NBSB, Start of Yellow Natural Cycle: 60 Control Type:Actuated-Coordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 20.1 Intersection LOS: C Intersection Capacity Utilization 63.6% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 5: Route 291 WB Ramps&Route 5 a1 m2 m4 ' DST Output, South Windsor, CT 10/3/2005 2007 Combined AM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 6 Lanes, Volumes, Timings 2: Route 291 EB Ramps & Route 5 10/6/2005 -,* -► t 4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 + I 11� I ft r I tt Ideal Flow(vphpi) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector(ft) 50 50 50 50 50 50 50 50 50 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 ' Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.928 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 3433 1863 0 1770 1729 0 1770 3539 1583 1770 3539 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow(perm) 3433 1863 0 1770 1729 0 1770 3539 1583 1770 3539 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 34 89 Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Link Speed (mph) 30 30 30 30 Link Distance (ft) 820 1216 1600 1154 Travel Time (s) 18.6 27.6 36.4 26.2 Volume (vph) 389 127 0 297 34 31 79 666 82 94 865 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 423 138 0 323 37 34 86 724 89 102 940 0 Lane Group Flow(vph) 423 138 0 323 71 0 86 724 89 102 940 0 Turn Type custom custom Prot custom Prot Protected Phases 4 4 7 7 1 1 Permitted Phases 4 4 7 7 2 2 2 Detector Phases 4 4 7 7 1 2 2 1 2 Minimum Initial (s) 11.0 11.0 11.0 11.0 7.0 15.0 15.0 7.0 15.0 Minimum Split(s) 16.0 16.0 16.0 16.0 11.0 21.0 21.0 11.0 21.0 Total Split(s) 25.0 25.0 0.0 23.0 23.0 0.0 15.0 27.0 27.0 15.0 27.0 0.0 Total Split (%) 27.8% 27.8% 0.0% 25.6% 25.6% 0.0% 16.7% 30.0% 30.0% 16.7% 30.0% 0.0% Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 5.0 5.0 3.0 5.0 All-Red Time (s) 2.0 2.0 2.0 2.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None C-Max C-Max None C-Max Act Effct Green (s) 17.0 17.0 18.5 18.5 9.7 28.7 28.7 9.7 28.7 1 Actuated g/C Ratio 0.19 0.19 0.21 0.21 0.11 0.32 0.32 0.11 0.32 v/c Ratio 0.65 0.39 0.88 0.19 0.45 0.64 0.16 0.53 0.83 Control Delay 38.3 34.5 61.6 18.9 34.2 24.7 8.5 45.3 51.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.3 34.5 61.6 18.9 34.2 24.7 8.5 45.3 51.5 LOS D C E B C C A D D Approach Delay 37.4 53.9 24.0 50.9 Approach LOS D D C D Queue Length 50th (ft) 115 69 178 17 45 196 11 62 287 Queue Length 95th (ft) 155 117 #325 53 60 278 57 m108 #445 Internal Link Dist(ft) 740 1136 1520 1074 Turn Bay Length (ft) Base Capacity (vph) 801 435 374 392 216 1129 566 216 1129 DST Output, South Windsor, CT 10/3/2005 2007 Combined AM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 3 Lanes, Volumes, Timings 2: Route 291 EB Ramps & Route 5 10/6/2005 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.53 0.32 0.86 0.18 0.40 0.64 0.16 0.47 0.83 Intersection Summary ' Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 18 (20%), Referenced to phase 2:NBSB, Start of Yellow Natural Cycle: 70 Control Type:Actuated-Coordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay: 40.3 Intersection LOS: D Intersection Capacity Utilization 68.7% ICU Level of Service C Analysis Period (min) 15 1 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Slits and Phases: 2: Route 291 EB Ramps& Route 5 is 01 " 02 04 � 07 DST Output, South Windsor, CT 10/3/2005 2007 Combined AM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 4 Lanes, Volumes, Timings 1: Burnham Street & Route 5 10/6/2005 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 15 15 15 15 15 15 12 12 12 12 12 12 Storage Length (ft) 0 0 0 0 295 180 265 0 Storage Lanes 0 0 0 0 1 1 1 0 Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector(ft) 50 50 50 50 50 50 50 50 50 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 ' Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 0.95 Frt 0.946 0.964 0.850 0.998 Fit Protected 0.976 0.969 0.950 0.950 Satd. Flow(prot) 0 1892 0 0 1914 0 1770 3539 1583 1770 3532 0 Fit Permitted 0.824 0.775 0.950 0.950 Satd. Flow(perm) 0 1597 0 0 1531 0 1770 3539 1583 1770 3532 0 Right Turn on Red Yes No No Yes Satd. Flow(RTOR) 38 2 Headway Factor 0.88 0.88 0.88 0.88 0.88 0.88 1.00 1.00 1.00 1.00 1.00 1.00 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1142 1100 1231 1600 Travel Time (s) 26.0 25.0 28.0 36.4 Volume (vph) 47 9 38 90 13 37 21 743 108 56 1411 21 ' Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 51 10 41 98 14 40 23 808 117 61 1534 23 Lane Group Flow(vph) 0 102 0 0 152 0 23 808 117 61 1557 0 Turn Type custom custom Prot custom Prot Protected Phases 1 1 Permitted Phases 4 4 4 4 2 2 2 Detector Phases 4 4 4 4 1 2 2 1 2 Minimum Initial (s) 12.0 12.0 12.0 12.0 8.5 15.0 15.0 8.5 15.0 Minimum Split(s) 18.8 18.8 18.8 18.8 12.5 21.4 21.4 12.5 21.4 Total Split(s) 29.8 29.8 0.0 29.8 29.8 0.0 24.0 36.2 36.2 24.0 36.2 0.0 Total Split(%) 33.1% 33.1% 0.0% 33.1% 33.1% 0.0% 26.7% 40.2% 40.2% 26.7% 40.2% 0.0% Yellow Time(s) 3.6 3.6 3.6 3.6 3.0 4.7 4.7 3.0 4.7 All-Red Time (s) 3.2 3.2 3.2 3.2 1.0 1.7 1.7 1.0 1.7 Lead/Lag Lead Lag Lag Lead Lag ' Lead-Lag Optimize? Recall Mode None None None None None C-Max C-Max None C-Max Act Effct Green (s) 17.4 17.4 9.4 53.8 53.8 9.4 53.8 ' Actuated g/C Ratio 0.19 0.19 0.10 0.60 0.60 0.10 0.60 v/c Ratio 0.30 0.51 0.12 0.38 0.12 0.33 0.74 Control Delay 22.0 38.5 37.6 11.4 10.3 47.6 13.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 t Total Delay 22.0 38.5 37.6 11.4 10.3 47.6 13.5 LOS C D D B B D B Approach Delay 22.0 38.5 11.9 14.8 Approach LOS C D B B Queue Length 50th (ft) 31 79 12 118 27 35 155 Queue Length 95th (ft) 70 130 35 199 65 m49 m#583 DST Output, South Windsor, CT 10/3/2005 2007 Combined AM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 1 Lanes, Volumes, Timings 1: Burnham Street & Route 5 10/6/2005 --* --0. t / 4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Internal Link Dist(ft) 1062 1020 1151 1520 Turn Bay Length (ft) 295 180 265 Base Capacity (vph) 485 439 393 2115 946 393 2111 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.35 0.06 0.38 0.12 0.16 0.74 Intersection Summary Area Type: Other ' Cycle Length: 90 Actuated Cycle Length: 90 Offset: 70 (78%), Referenced to phase 2:NBSB and 6:, Start of Yellow Natural Cycle: 70 Control Type:Actuated-Coordinated Maximum v/c Ratio: 0.74 ' Intersection Signal Delay: 15.4 Intersection LOS: B Intersection Capacity Utilization 64.2% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. 1 Splits and Phases: 1: Burnham Street&Route 5 1 A I} o2 m4 DST Output, South Windsor, CT 10/3/2005 2007 Combined AM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 2 ' HCM Unsi nali g zed Intersection Capacity Analysis 20: Route 30 & Site Drive#2 10/6/2005 ' Movement EBT EBR WBL WBT NBL NBR Lane Configurations '* 4 Y Sign Control Free Free Stop ' Grade 0% 0% 0% Volume (veh/h) 129 174 45 336 25 4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 140 189 49 365 27 4 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage ' Right turn flare (veh) Median type None Median storage veh) ' Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 329 698 235 ' vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 329 698 235 ' tC, single(s) 4.1 6.4 6.2 tC,2 stage (s) tF(s) 2.2 3.5 3.3 p0 queue free% 96 93 99 ' cM capacity(veh/h) 1230 391 804 Direction, Lane# EB 1 WB 1 NB 1 Volume Total 329 414 32 ' Volume Left 0 49 27 Volume Right 189 0 4 cSH 1700 1230 420 Volume to Capacity 0.19 0.04 0.07 Queue Length 95th (ft) 0 3 6 Control Delay(s) 0.0 1.3 14.3 ' Lane LOS A B Approach Delay(s) 0.0 1.3 14.3 Approach LOS B Intersection Summary Average Delay 1.3 Intersection Capacity Utilization 51.0% ICU Level of Service A Analysis Period (min) 15 DST Output, South Windsor, CT 10/3/2005 2007 Combined AM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 1 Lanes, Volumes, Timings 8: Chapel Road & Route 30 10/6/2005 ' Lane Group EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations 1� I T I T 4 r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 ' Lane Width (ft) 11 11 11 11 11 11 11 11 11 11 11 11 Storage Length (ft) 200 0 300 0 150 0 0 220 Storage Lanes 1 0 1 0 1 0 0 1 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector(ft) 50 50 50 50 50 50 50 50 50 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 ' Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.966 0.979 0.981 0.850 Fit Protected 0.950 0.950 0.950 0.997 Satd. Flow(prot) 1711 1739 0 1711 1763 0 1711 1766 0 0 1795 1531 Fit Permitted 0.653 0.722 0.295 0.981 Satd. Flow(perm) 1176 1739 0 1300 1763 0 531 1766 0 0 1766 1531 Right Turn on Red Yes Yes Yes Yes ' Satd. Flow(RTOR) 12 8 9 325 Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 Link Speed (mph) 30 30 30 30 ' Link Distance (ft) 1242 1326 2336 902 Travel Time (s) 28.2 30.1 53.1 20.5 Volume (vph) 46 38 11 51 93 15 14 103 15 19 318 299 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 ' Adj. Flow(vph) 50 41 12 55 101 16 15 112 16 21 - 346 325 Lane Group Flow(vph) 50 53 0 55 117 0 15 128 0 0 367 325 Turn Type custom custom custom custom custom ' Protected Phases 3 3 1 1 Permitted Phases 4 4 4 4 2 2 2 2 2 Detector Phases 3 3 4 4 1 1 2 2 2 Minimum Initial (s) 7.0 7.0 18.0 18.0 7.0 7.0 24.0 24.0 24.0 Minimum Split(s) 12.0 12.0 23.0 23.0 10.1 10.1 28.0 28.0 28.0 Total Split(s) 25.0 25.0 0.0 30.0 30.0 0.0 10.1 10.1 0.0 34.0 34.0 34.0 Total Split(%) 25.2% 25.2% 0.0% 30.3% 30.3% 0.0% 10.2% 10.2% 0.0% 34.3% 34.3% 34.3% Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 0.1 0.1 1.0 1.0 1.0 Lead/Lag Lead Lead Lag Lag Lead Lead Lag Lag Lag ' Lead-Lag Optimize? Recall Mode None None None None None None Min Min Min Act Effct Green (s) 26.4 30.1 20.3 20.3 44.3 47.9 39.6 39.6 ' Actuated g/C Ratio 0.31 0.35 0.23 0.23 0.51 0.56 0.47 0.47 v/c Ratio 0.12 0.09 0.18 0.29 0.04 0.13 0.44 0.36 Control Delay 14.4 11.4 24.2 22.9 10.9 10.3 20.6 3.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.4 11.4 24.2 22.9 10.9 10.3 20.6 3.6 LOS B B C C B B C A Approach Delay 12.9 23.3 10.3 12.6 ' Approach LOS B C B B Queue Length 50th (ft) 13 11 19 39 4 29 139 0 Queue Length 95th (ft) 36 34 52 90 13 60 229 50 ' DST Output, South Windsor, CT 10/3/2005 2007 Combined AM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 7 Lanes, Volumes, Timings a8: Chapel Road & Route 30 10/6/2005 ' Lane Group EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Internal Link Dist(ft) 1162 1246 2256 822 Turn Bay Length (ft) 200 300 150 220 Base Capacity(vph) 491 560 375 514 361 988 885 929 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 ' Reduced v/c Ratio 0.10 0.09 0.15 0.23 0.04 0.13 0.41 0.35 Intersection Summary Area Type: Other Cycle Length: 99.1 Actuated Cycle Length: 84.1 Natural Cycle: 75 ' Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.44 Intersection Signal Delay: 14.0 Intersection LOS: B ' Intersection Capacity Utilization 51.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 8: Chapel Road &Route 30 ' 01 02 03 04 ' DST Output, South Windsor, CT 10/3/2005 2007 Combined AM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 8 ' H .CM Unsignalized Intersection Capacity Analysis ' 14: Burnham Street & Site Drive 10/6/2005 '# —0 '4— k 1* -4/ ' Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 to Y Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 3 170 136 1 1 4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 3 185 148 1 1 4 ' Pedestrians Lane Width (ft) Walking Speed (ft/s) ' Percent Blockage Right turn flare (veh) Median type None Median storage veh) ' Upstream signal (ft) 1100 pX, platoon unblocked vC, conflicting volume 149 340 148 ' vC1,stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 149 340 148 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free% 100 100 100 ' cM capacity(veh/h) 1433 655 898 Direction, Lane# EB 1 WB 1 SB 1 Volume Total 188 149 5 Volume Left 3 0 1 Volume Right 0 1 4 cSH 1433 1700 836 Volume to Capacity 0.00 0.09 0.01 Queue Length 95th (ft) 0 0 0 Control Delay(s) 0.1 0.0 9.3 Lane LOS A A Approach Delay(s) 0.1 0.0 9.3 Approach LOS A Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 21.3% ICU Level of Service A Analysis Period (min) 15 ' DST Output, South Windsor, CT 10/3/2005 2007 Combined AM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 1 1 ' EXHIBIT 18 OPERATIONAL ANALYSIS WORKSHEETS 2007 COMBINED PM PEAK HOUR TRAFFIC VOLUMES SOUTH WINDSOR, CONNECTICUT Lanes, Volumes, Timings 5: Route 291 WB Ramps & Route 5 10/6/2005 -'' `--* 4N t Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations 11 r I tf ft Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 ' Storage Length (ft) 170 170 340 0 Storage Lanes 2 1 1 0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector(ft) 50 50 50 50 50 ' Trailing Detector(ft) 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 Lane Util. Factor 0.97 1.00 1.00 0.95 0.95 1.00 Frt 0.850 Flt Protected 0.950 0.950 Satd. Flow(prot) 3433 1583 1770 3539 3539 0 ' Fit Permitted 0.950 0.136 Satd. Flow(perm) 3433 1583 253 3539 3539 0 Right Turn on Red Yes Yes Satd. Flow(RTOR) 121 Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Link Speed (mph) 30 30 30 Link Distance (ft) 871 1154 1580 Travel Time(s) 19.8 26.2 35.9 Volume (vph) 179 111 447 940 849 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 195 121 486 1022 923 0 Lane Group Flow(vph) 195 121 486 1022 923 0 Turn Type custom custom Protected Phases 4 4 1 1 Permitted Phases 4 4 2 2 2 Detector Phases 4 4 1 1 2 Minimum Initial (s) 11.0 11.0 7.5 7.5 15.0 Minimum Split (s) 16.4 16.4 11.5 11.5 20.9 Total Split(s) 25.5 25.5 29.0 29.0 35.5 0.0 Total Split(%) 28.3% 28.3% 32.2% 32.2% 39.4% 0.0% Yellow Time(s) 3.6 3.6 3.0 3.0 4.7 All-Red Time (s) 1.8 1.8 1.0 1.0 1.2 Lead/Lag Lead Lead Lag Lead-Lag Optimize? Recall Mode None None None None C-Max Act Effct Green (s) 12.9 12.9 65.1 69.1 41.4 Actuated g/C Ratio 0.14 0.14 0.72 0.77 0.46 v/c Ratio 0.40 0.37 0.83 0.38 0.57 Control Delay 37.5 10.2 31.4 8.6 19.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 37.5 10.2 31.4 8.6 19.9 ' LOS D B C A B Approach Delay 27.1 15.9 19.9 Approach LOS C B B ' Queue Length 50th (ft) 53 0 265 189 198 Queue Length 95th (ft) 83 47 m330 m268 270 Internal Link Dist(ft) 791 1074 1500 DST Output, South Windsor, CT 10/3/2005 2007 Combined PM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 5 Lanes Volum es, Timings 5: Route 291 WB Ramps & Route 5 10/6/2005 ' Lane Group EBL EBR NBL NBT SBT SBR Turn Bay Length (ft) 170 170 340 Base Capacity(vph) 820 470 607 2690 1629 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.24 0.26 0.80 0.38 0.57 ' Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 30 (33%), Referenced to phase 2:NBSB, Start of Yellow Natural Cycle: 60 Control Type:Actuated-Coordinated Maximum v/c Ratio: 0.83 Intersection Signal Delay: 18.5 Intersection LOS: B Intersection Capacity Utilization 67.4% ICU Level of Service C ' Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 5: Route 291 WB Ramps&Route 5 01 02 04 DST Output, South Windsor, CT 10/3/2005 2007 Combined PM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 6 Lanes Volumes, 2: Route 291 EB Ramps & Route 5 10/6/2005 ---* r-- Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 ' Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector(ft) 50 50 50 50 50 50 50 50 50 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 ' Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Fit 0.927 0.850 Fit Protected 0.950 0.950 0.950 0.950 Satd. Flow(prot) 3433 1863 0 1770 1727 0 1770 3539 1583 1770 3539 0 Fit Permitted 0.950 0.950 0.950 0.950 Satd. Flow(perm) 3433 1863 0 1770 1727 0 1770 3539 1583 1770 3539 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 48 316 Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Link Speed (mph) 30 30 30 30 Link Distance (ft) 820 1216 1600 1154 Travel Time(s) 18.6 27.6 36.4 26.2 Volume(vph) 406 351 0 141 66 63 158 918 291 31 579 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 441 382 0 153 72 68 172 998 316 34 629 0 Lane Group Flow(vph) 441 382 0 153 140 0 172 998 316 34 629 0 Turn Type custom custom Prot custom Prot ' Protected Phases 4 4 7 7 1 1 Permitted Phases 4 4 7 7 2 2 2 Detector Phases 4 4 7 7 1 2 2 1 2 ' Minimum Initial (s) 11.0 11.0 11.0 11.0 7.0 15.0 15.0 7.0 15.0 Minimum Split (s) 16.0 16.0 16.0 16.0 11.0 21.0 21.0 11.0 21.0 Total Split(s) 25.0 25.0 0.0 23.0 23.0 0.0 15.0 27.0 27.0 15.0 27.0 0.0 Total Split (%) 27.8% 27.8% 0.0% 25.6% 25.6% 0.0% 16.7% 30.0% 30.0% 16.7% 30.0% 0.0% Yellow Time(s) 3.0 3.0 3.0 3.0 3.0 5.0 5.0 3.0 5.0 All-Red Time (s) 2.0 2.0 2.0 2.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lag Lead La ' Lead-Lag Optimize? g Recall Mode None None None None None C-Max C-Max None C-Max Act Effct Green (s) 20.5 20.5 14.5 14.5 10.7 28.3 28.3 10.7 28.3 Actuated g/C Ratio 0.23 0.23 0.16 0.16 0.12 0.31 0.31 0.12 0.31 v/c Ratio 0.56 0.90 0.54 0.44 0.82 0.90 0.44 0.16 0.57 Control Delay 33.9 59.7 41.5 26.2 63.7 33.3 6.0 38.0 48.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.9 59.7 41.5 26.2 63.7 33.3 6.0 38.0 48.3 LOS C E D C E C A D D Approach Delay 45.9 34.2 31.0 47.8 Approach LOS D C C D Queue Length 50th (ft) 113 210 82 47 77 295 72 21 182 Queue Length 95th (ft) 161 #370 134 97 m#187 #462 75 m39 257 Internal Link Dist(ft) 740 1136 1520 1074 ' Turn Bay Length (ft) Base Capacity(vph) 801 435 374 402 216 1113 714 216 1113 DST Output, South Windsor, CT 10/3/2005 2007 Combined PM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 3 ' Lanes Vol umes, Timings ' 2: Route 291 EB Ramps & Route 5 10/6/2005 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.55 0.88 0.41 0.35 0.80 0.90 0.44 0.16 0.57 Intersection Summary ' Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 18 (20%), Referenced to phase 2:NBSB, Start of Yellow ' Natural Cycle: 90 Control Type:Actuated-Coordinated Maximum v/c Ratio: 0.90 Intersection Signal Delay: 38.4 Intersection LOS: D Intersection Capacity Utilization 72.2% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: Route 291 EB Ramps& Route 5 T I m2 04 � 07 DST Output, South Windsor, CT 10/3/2005 2007 Combined PM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 4 ' Lanes Volumes Timings Immgs 1: Burnham Street & Route 5 10/6/2005 ' Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 ' Lane Width (ft) 15 15 15 15 15 15 12 12 12 12 12 12 Storage Length (ft) 0 0 0 0 295 180 265 0 Storage Lanes 0 0 0 0 1 1 1 0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ' Leading Detector(ft) 50 50 50 50 50 50 50 50 50 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 ' Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 0.95 Frt 0.967 0.925 0.850 0.994 Fit Protected 0.966 0.980 0.950 0.950 Satd. Flow(prot) 0 1914 0 0 1857 0 1770 3539 1583 1770 3518 0 Fit Permitted 0.703 0.848 0.950 0.950 Satd. Flow(perm) 0 1393 0 0 1607 0 1770 3539 1583 1770 3518 0 Right Turn on Red Yes No No Yes Satd. Flow(RTOR) 18 5 Headway Factor 0.88 0.88 0.88 0.88 0.88 0.88 1.00 1.00 1.00 1.00 1.00 1.00 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1142 1100 1231 1600 Travel Time (s) 26.0 25.0 28.0 36.4 Volume(vph) 59 4 20 79 6 106 54 1174 73 83 1208 48 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 64 4 22 86 7 115 59 1276 79 90 1313 52 Lane Group Flow(vph) 0 90 0 0 208 0 59 1276 79 90 1365 0 Turn Type custom custom Prot custom Prot ' Protected Phases 1 1 Permitted Phases 4 4 4 4 2 2 2 Detector Phases 4 4 4 4 1 2 2 1 2 Minimum Initial (s) 12.0 12.0 12.0 12.0 8.5 15.0 15.0 8.5 15.0 Minimum Split(s) 18.8 18.8 18.8 18.8 12.5 21.4 21.4 12.5 21.4 Total Split(s) 29.8 29.8 0.0 29.8 29.8 0.0 24.0 36.2 36.2 24.0 36.2 0.0 Total Split(%) 33.1% 33.1% 0.0% 33.1% 33.1% 0.0% 26.7% 40.2% 40.2% 26.7% 40.2% 0.0% ' Yellow Time (s) 3.6 3.6 3.6 3.6 3.0 4.7 4.7 3.0 4.7 All-Red Time (s) 3.2 3.2 3.2 3.2 1.0 1.7 1.7 1.0 1.7 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None C-Max C-Max None C-Max Act Effct Green (s) 19.6 19.6 10.3 50.6 50.6 10.3 50.6 Actuated g/C Ratio 0.22 0.22 0.11 0.56 0.56 0.11 0.56 v/c Ratio 0.28 0.59 0.29 0.64 0.09 0.45 0.69 Control Delay 24.7 38.2 39.7 17.7 12.6 53.6 16.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.7 38.2 39.7 17.7 12.6 53.6 16.2 LOS C D D B B D B Approach Delay 24.7 38.2 18.3 18.5 Approach LOS C D B B ' Queue Length 50th (ft) 34 108 32 254 20 53 365 Queue Length 95th (ft) 69 163 66 422 54 m98 #524 ' DST Output, South Windsor, CT 10/3/2005 2007 Combined PM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 1 Lanes, Volumes, Timings 1: Burnham Street & Route 5 10/6/2005 .d` --► *-- Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Internal Link Dist(ft) 1062 1020 1151 1520 Turn Bay Length (ft) 295 180 265 ' Base Capacity(vph) 412 461 393 1991 891 393 1982 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.45 0.15 0.64 0.09 0.23 0.69 ' Intersection Summar y Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 70 (78%), Referenced to phase 2:NBSB and 6:, Start of Yellow Natural Cycle: 60 Control Type:Actuated-Coordinated Maximum v/c Ratio: 0.69 Intersection Signal Delay: 19.9 Intersection LOS: B Intersection Capacity Utilization 63.3% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Burnham Street&Route 5 01 02 04 DST Output, South Windsor, CT 10/3/2005 2007 Combined PM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 2 HCM Unsignalized Intersection Capacity Analysis ' 20: Route 30 & Site Drive#2 10/6/2005 --► N # , 1� /11" Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1� 4 1Yf Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 649 23 6 150 120 34 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 705 25 7 163 130 37 ' Pedestrians Lane Width (ft) Walking Speed (ft/s) ' Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 730 894 718 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 730 894 718 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free% 99 58 91 cM capacity(veh/h) 874 309 429 Direction, Lane# EB 1 WB 1 NB 1 Volume Total 730 170 167 Volume Left 0 7 130 Volume Right 25 0 37 cSH 1700 874 330 Volume to Capacity 0.43 0.01 0.51 Queue Length 95th (ft) 0 1 68 Control Delay(s) 0.0 0.4 26.7 Lane LOS A D Approach Delay (s) 0.0 0.4 26.7 Approach LOS D Intersection Summary Average Delay 4.3 Intersection Capacity Utilization 50.9% ICU Level of Service A Analysis Period (min) 15 DST Output, South Windsor, CT 10/3/2005 2007 Combined PM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 1 Lanes, Volumes, Timings 8: Chapel Road & Route 30 10/6/2005 Lane Group EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations Ideal Flow(vphpl) 1900 1900 1900 1900 19 0 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 11 11 11 11 11 Storage Length (ft) 200 0 300 0 150 0 0 220 Storage Lanes 1 0 1 0 1 0 0 1 Total Lost Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector(ft) 50 50 50 50 50 50 50 50 50 Trailing Detector(ft) 0 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.980 0.961 0.978 0.850 Fit Protected 0.950 0.950 0.950 0.994 Satd. Flow(prot) 1711 1765 0 1711 1730 0 1711 1761 0 0 1790 1531 Fit Permitted 0.704 0.709 0.588 0.530 Satd. Flow(perm) 1268 1765 0 1277 1730 0 1059 1761 0 0 954 1531 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 10 17 10 114 Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 Link Speed(mph) 30 30 30 30 Link Distance (ft) 1242 1326 2336 902 Travel Time (s) 28.2 30.1 53.1 20.5 Volume (vph) 96 59 9 14 55 19 26 554 93 18 133 105 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 ' Adj. Flow(vph) 104 64 10 15 60 21 28 602 101 20 145 114 Lane Group Flow(vph) 104 74 0 15 81 0 28 703 0 0 165 114 Turn Type custom custom custom custom custom Protected Phases 3 3 1 1 Permitted Phases 4 4 4 4 2 2 2 2 2 Detector Phases 3 3 4 4 1 1 2 2 2 Minimum Initial (s) 7.0 7.0 18.0 18.0 7.0 7.0 24.0 24.0 24.0 Minimum Split (s) 12.0 12.0 23.0 23.0 10.1 10.1 28.0 28.0 28.0 Total Split(s) 25.0 25.0 0.0 30.0 30.0 0.0 10.1 10.1 0.0 34.0 34.0 34.0 Total Split(%) 25.2% 25.2% 0.0% 30.3% 30.3% 0.0% 10.2% 10.2% 0.0% 34.3% 34.3% 34.3% Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 All-Red Time (s) 2.0 2.0 2.0 2.0 0.1 0.1 1.0 1.0 1.0 Lead/Lag Lead Lead Lag Lag Lead Lead Lag Lag Lag Lead-Lag Optimize? Recall Mode None None None None None None Min Min Min Act Effct Green (s) 23.8 26.8 19.2 19.2 33.2 39.0 26.6 26.6 Actuated g/C Ratio 0.34 0.38 0.26 0.26 0.48 0.57 0.39 0.39 v/c Ratio 0.21 0.11 0.04 0.17 0.05 0.70 0.44 0.17 Control Delay 14.6 12.0 23.4 20.3 11.9 22.1 25.8 4.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.6 12.0 23.4 20.3 11.9 22.1 25.8 4.9 LOS B B C C B C C A Approach Delay 13.5 20.8' 21.7 17.3 Approach LOS B C C B Queue Length 50th (ft) 28 17 5 23 7 274 62 0 Queue Length 95th (ft) 61 43 21 62 21 #513 127 33 DST Output, South Windsor, CT 10/3/2005 2007 Combined PM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 7 Lanes, Volumes, Timings 8: Chapel Road & Route 30 10/6/2005 --0 �. Lane Group EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Internal Link Dist(ft) 1162 1246 2256 822 Turn Bay Length (ft) 200 300 150 220 Base Capacity(vph) 583 658 418 577 576 1007 412 726 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.18 0.11 0.04 0.14 0.05 0.70 0.40 0.16 Intersection Summary Area Type: Other Cycle Length: 99.1 Actuated Cycle Length: 68.5 Natural Cycle: 80 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.70 Intersection Signal Delay: 19.5 Intersection LOS: B ' Intersection Capacity Utilization 79.8% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 8: Chapel Road & Route 30 01 a 02 03 e4 ' DST Output, South Windsor, CT 10/3/2005 2007 Combined PM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Page 8 ' HCM Un signalized Intersection Capacity Analysis 14: Burnham Street & Site Drive 10/6/2005 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 T Y Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 1 160 202 1 1 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 1 174 220 1 1 2 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal (ft) 1100 pX, platoon unblocked VC, conflicting volume 221 396 220 ' vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 221 396 220 tC, single(s) 4.1 6.4 6.2 tF, stage (s) (s) 2.2 3.5 3.3 p0 queue free% 100 100 100 cM capacity(veh/h) 1349 608 820 Direction, Lane# ES 1 WB 1 SB 1 Volume Total 175 221 3 Volume Left 1 0 1 Volume Right 0 1 2 cSH 1349 1700 735 Volume to Capacity 0.00 0.13 0.00 Queue Length 95th(ft) 0 0 0 Control Delay(s) 0.1 0.0 9.9 Lane LOS A A Approach Delay(s) 0.1 0.0 9.9 Approach LOS A Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 20.7% ICU Level of Service A Analysis Period (min) 15 DST Output,South Windsor, CT 10/3/2005 2007 Combined PM Peak Hour Synchro 6 Report BUBARIS TRAFFIC ASSOCIATES Pagel EXHIBIT 19 SUMMARY OF ACCIDENT EXPERIENCE DST OUTPUT SOUTH WINDSOR,CONNECTICUT JANUARY 1,2002 TO DECAMBER 31,2004 SECTIONI M.P. 38.24 TO 38.28 (INTERSECTION OF ROUTE 5 AT BURNHAM ROAD) SECTION2 M.P. 38.29 TO 38.56 (ROUTE 30 BETWEEN BURNHAM ROAD AND ROUTE 291 EB RAMPS AND ROUTE 30) SECTION3 M.P. 38.57 TO 38.64 (INTERSECTION OF ROUTE 5 AT ROUTE 291 EB RAMPS AND ROUTE 30) SECTION4 M.P. 38.9 TO 38.97 (INTERSECTION OF ROUTE 5 AT ROUTE 291 WB RAMPS) SECTION5 M.P. 0 TO 0.1 (INTERSECTION OF ROUTE 5 AT ROUTE 30) SECTION6 M.P. 0.11 TO 0.79 (ROUTE 30 BETWEEN ROUTE 5 AND CHAPEL ROAD) SECTION7 M.P. TO 0.8 (INTERSECTION OF ROUTE 30 AT CHAPEL ROAD) SECTION8 M.P. TO 0 (INTERSECTION OF BURNHAM STREET AT ROUTE 5) SECTION9 M.P. TO (INTERSECTION OF BURNHAM STREET AT ROUTE 5) S-1 I S 2 S2 94 S-5 S-6 S-7 S-8 S-9 TOTALS DRIVER FOLLOWING TOO CLOSELY 11 3 9 10 2 1 36 DRIVER FAILED TO GRANT RIGHT OF WAY 5 2 2 1 1 11 VEHICLE HAD MECHANICAL FAILURE 1 1 2 DRIVER FELL ASLEEP 1 1 VEHICLE VIOLATED TRAFFIC CONTROL 1 2 5 1 9 NO ACTION,CONFLICTING STORIES 1 1 VEHICLE CHANGED LANES IMPROPERLY 3 2 1 6 DRIVER UNDER THE INFLUENCE 2 2 4 DRIVER UNABLE TO COPE WITH CONDITIONS 2 1 3 DRIVER INATTENTIVE 1 1 SLIPPERY SURFACE 1 1 FOREIGN OBJECT IN ROAD 1 1 DRIVING TOO FAST FOR CONDITIONS 1 2 3 DRIVER ON WRONG SIDE OF ROAD 1 1 TOTALS: 23 1 10 _ 1 15 1 24 4 0 4 J 0 1 0 80 BUBARIS TRAFFIC ASSOCIATES OCTOBER 2005 Marcia Banach- DST waste paper recovery._.. ,.. P 1 From: Marcia Banach To: Gsemprebon@designprofessionalsinc.org Date: 11/7/05 10:41 AM Subject: DST waste paper recovery Hi Galen, have your change order. What does the waste paper recovery system look like?Cut sheet or something, please. Thanks. Marcia Banach, AICP Director of Planning Town of South Windsor 1540 Sullivan Ave, South Windsor, CT 06074 860-644-2511 x 253 banach@southwindsor.org www.southwindsor.org ins _ t r TOWN OF SOUTH WINDSOR ' STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSONAL E h1 ,9 S F HC Phone No.g�Q-2q 1- 8 155' Address 1?r, E1.CIA/4..,T:rnnl R�=t � �'i�!A►�P.En ' Site Name P&Z No. /j ,-,67 r Owner 1S:C Q Lj r e Lj 1: ��.K, 2�g��done No.RuZ z-76-732 10 Contractor Sa gnature of Owner Date: 1/ Signature of Design Engr. Date: '. CHANGE: (Describe location ,and nature` f change. Include Four �� ) copies` of plan/profile of Change: ) s., �1 , �� Reason for: Change: (Why is change required) .$e yr L-E APPROVALS: (As Required Dr. 'Of Planning Dates Town Engineer Date: Dir. of Public Wo ks Date: ' Other: } Date: ,, STAFF 'COMMENTS: •y r; White Town Engineer Yellow - :Applicant Pink - Director of°'Planning Goldenrod - Engineer Department 4 i F . r tier- a x. '✓r �'1"�^�.,x1T ,"� -��`r rrk. A`"ri•��, �,�"r �3 '� tW;k. r '.' � r '.t � a r <""' ,�' "'y y ,.r�„' r �`, i�,� •J� ,, ,� '� ...;rw�T.��'�o.:� i`� e. �'� x4,�� 5<*_.:��," �� 1 f .ei.;�.._ m;�l. �� 9�`�"��'k._ .J?..+.:f., 'a ubaris ilmr.,Traff ic James Q. Bubaris, P. E. A S S O C I A T E S Principal Planning • Engineering • Design November 10, 2005 Ms. Robbin L. Cabelus Executive Director RECEIVED State Traffic Commission 2800 Berlin Turnpike, Room 3119 NOV 14 2005 Newington, Connecticut 06131-7546 SOUTH WINDSOR PLANNING DEPT. RE: APPLICATION FOR CERTIFICATE DST OUTPUT, INC. EXPANSION 126 ELLINGTON ROAD (ROUTE 30) TOWN OF SOUTH WINDSOR Dear Ms. Cabelus: Reference is made to the proposal to expand the existing DST Output facility located on the parcel of land on the east side of Connecticut Route 30 (Ellington Road), about 2/10-mile east of U.S. Route 5 (John Fitch Boulevard) opposite the Interstate 1-291 Eastbound Ramps, in the Town of South Windsor, Connecticut. The expanded facility will continue to be served by the existing North Drive at the northern end of the parcel on Route 30, and the South Drive at the southern end of the parcel on Burnham Street in the Town of East Hartford which is primarily intended for truck deliveries. The table below summarizes the existing and proposed design parameters: Design Parameters Existing Proposed Total Building Area: 259,081 SF 43,316 SF 302,397 SF Parking Area: 403 Spaces* 44 Spaces** 447 Spaces Employees: 400*** 48*** 448*** *includes 10 handicapped parking spaces. Project will add a net of 44 parking spaces. ***Represents number of employees during the two largest of three shifts. 288 Highland Avenue • Cheshire, CT 06410 • Telephone: 203-272-0400 • Fax: 203-272-5655 •bubaris.trafficasbcglobal.neto 2 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) in September 1998 when STC Certificate No. 1398 was issued. The STC Certificate was modified to become No. 1398 A in April 2002 when the second phase for this facility was evaluated and approved. Given the size of the facility and its location on a State highway, the proposed expansion, or third phase, will also require review and approval by STC. Plans are to begin construction of this development by spring of 2006 and to have the expansion completed and occupied by early 2007. Local municipal approval for the project has yet to be received. Enclosed are nine (9) copies each of the following items to facilitate the Certificate Application review and approval process unless otherwise noted: • Certificate Application and application checklist, dated November 9, 2005. • Site Traffic Evaluation Study, dated October 31, 2005. • Site Plans, Sheets 7 through 10 of 12, dated September 6, 2005. • Hydraulic Impact Statement, dated October 28, 2005 (5 copies). • Drainage Report, dated February 25, 2002 (5 copies). Copies of the foregoing have also been transmitted to the representative for the Town's Legal Traffic Authority as required in the Certificate checklist. Please let us know if 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: (see next page) 3 Cc: Mr. Gary K. Tyler Chief of Police South Windsor Police Services 151 Sand Hill Road South Windsor, CT 06074 Mr. Tom R. McGee Vice President DST Realty of Connecticut, Inc. 333 West 11th Street, Suite 101 Kansas City, MO 64105 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 NrE1�rs�Rs STATE OF CONN ECTICUT STATE TRAFFIC CONaUSSION Commissioner of Transportation DEPARTMENT OF TRANSPORTATION 2800 BERLIN TURNPIKE,P.O.BOX 317546 Commissioner of Public Safoty NEWINGTON,CT 06131-7546 Commissioner of Motor vehicles Phone:(860)594-3020 Fax: (860)594-2377 Date: November 9, 2005 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, INC. Location: 125 Ellington Road (Route 30) Town and Zip Code: South Windsor, CT 06040 Proposed Gross Floor Area: 43,316 SF Total Gross Floor Area: 302,397 SF Total Parking Spaces : 447 ; Number Designated Handicapped.: 10 Land Owner's Name: DST Realty-of Connecticut Inc Land Owner's Address: 333 West llth Street, Suite 101 Town, State & Zip Code: Kansas City, MO 64105 Tel: 816-435-8262 Land Lessee's/Applicant's Name: (If different from Owner) Land Lessee's/Applicant' s Address : Town, State & Zip Code: Tel : s Z Owner's Signatu iginal) Lessee's/Applicant's Signature (Original) Tom R. McGee Owner's Name (Typed) Lessee's/Applicant's Name (Typed) Vice President . Owner's Title (Typed) Lessee's/Applicant's Title (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 owner/lessee with respect to all matters arising from the review of this application. . Name: James G. Bubaris, P.E. , Principal, Bubaris Traffic Associates,' Inc. Address : 288 Highland Avenue Town, State and Zip Code: Cheshire, CT 06410 Phone: 202-272-0400 FAX Number: 203-272-5655 In 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 be modified, suspended or revoked. An Equal Opportunity Employer MEMORANDUM To: Marcia Banach, Director of Planning RECEIVED From: Jeffrey B. Doolittle, P.E., Town Engineer NOV 1 8 2005 Date: 11/18/05 SOUTH WINDSOR PLANNING DEPT, RE: App 05-62P—DST Output Site Plan Modification I have reviewed the proposed site plan modification for DST Output at 125 Ellington Road, and I have the following comments: 1. On the eastern end of the proposed northern parking lot there appears to be a flat spot between two elevation 60 contours. Show a high or low spot grade in this area to clarify the grading and direction of surface flow. 2. The plans show a short sharp reverse curve connecting the east end of the proposed northern parking lot to the existing parking lot. This will be awkward and difficult to negotiate. The curve on this eastern connection needs to be straightened out similar to the one at the west end. 3. Why is the northern proposed parking lot being raised 1-2 feet above existing grade? I suggest keeping this lot lower and sloping down to it from the existing parking lot. 4. In the proposed 5 bay loading dock area I suggest connecting the 60 ft trench drain to the existing trench drain if possible to eliminate the 105 feet of 6" PVC pipe. 5. Trap hoods need to be installed in the 3-4 catch basins in the loading area if they are not there now, especially where the trench drains empty into the catch basins. 6. There are steep grade changes in the southern end of the proposed eastern parking lot (ie: El. 61 to El. 62 around a comer that is about 35 feet long). Check these grades and make changes so it is easier to use, construct and maintain. 7. Why isn't there a catch basin in the middle of the proposed eastern parking lot like the other two existing parking lots it connects to? 8. The paved leak-off from the proposed eastern parking lot needs to be constructed with non-woven filter fabric under the gravel base and rip rap. 9. 1 suggest the jogging path detail be revised to show 3-6 inches of compacted Gravel, DOT Gradation C under 3 inches of compacted stone dust. Also include a note to grade a slight crown in the jogging path so water drains off to the sides. Please call me if you have any questions. Appl #05-62P, DST Output Phase Mexpansion 11-22-05 Planning Department Report 1. Request for site plan approval for a 43,316 sq ft expansion at DST's existing building, 125 Ellington Rd, I-291 Corridor zone. Maximum4nVervieus overage a owe is o, s . Proposed addition height is 36 feet; 60 feet allowed. Lot size is 47.3 acres; minimum lot size allowed is 5 acres. Front yard setback is 237 feet, 50 feet required. 2. The projected traffic increase is minimal and should be readily handled by Route 30, which as you recall, was reconstructed several years ago in the vicinity of DST. required 3. The applicant has requested parking waivers, with the number of spaces waived to be lessened over time as Phase 11 parking is constructed. There is a sufficient quantity of vacant land on this site to provide additional parking if it is needed. T h a pli a t is i g modi c tions to 'sload�gd�ick�l�e diti doe t have n ew 1 di areas. -� 5. The proposed architecture matches the existing building. Rooftop mechanical equipment will be screened using the same screening that is used on the existing roof. Architectural and Design Review Committee reviewed this application on November 3 and was satisfied with the plans as presented. 6. The I-291 Corridor Zone has a parking lot landscaping requirement of 10% of the interior of a parking lot with 30 or more parking spaces. Staff would like to see verification on the plans that the parking lot landscaping requirements have been satisfied. . T e is xisti deI;Zd nLa in is uise as vey att activ d which-ti as city the pr tion. �..�..= 8. There are regulated wetlands on site. IWA/CC approved the application on October 9, with approval conditions including: � «4k�-- Beech trees to be located and mapped on the plans; • installation of plantings in the swale to be supervised by the consulting Environmental Scientist, not to be planted until weather permitting; • The area east of the existing detention basin can be mowed only once every two years; and • A bond in the amount of$5,000 to ensure compliance with the Erosion and Sedimentation Control Measures, and a bond in the amount of $10,000 to ensure establishment of the swale and plantings. 9. The Fire Marshal has no comments at this time and indicated that he will review the construction plans when available. 1 O.Public water and sewer are available. Water Pollution Control Authority approval is not required. 11.The Town of East Hartford was notified of this pending application, as required by State statute. If this application is approved, Planning Dept requests that the IWA/CC's approval condition about mapping the specimen beech trees be incorporated into the final If and verification that parking lot landscaping meets zoning requirements. 7T 110*N St4 Town O-PsOULI-t V&U:140t 9 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 SOR•CO AREA CODE 860/644-2511 CERTIFIED MAIL November 29, 2005 DST Output Expansion(Phase III) 333 West Eleventh Street Suite 101 Kansas City, MO 64105 Dear Madam/Sir: Re: Appl#05-62P,DST Output Expansion(Phase III) We are pleased to advise you that the Planning & Zoning Commission voted on November 22, 2005 to approve with modifications the above referenced application for a Site Plan of Development. This approval is for the modification for a 43,316 +/- sf addition on property located at 125 Ellington Road (easterly side of Ellington road, northerly side of Burnham Street), I-291 CD zone as shown on plans prepared by Design Professionals, Inc., Job #2222, and dated September 9, 2005... This approval is subject to the following modifications: 1 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; a bond in the amount of$10,000.00 to ensure establishment of the Swale and plantings; and including the location of the specimen beech trees on the final plan. 4. A landscape bond in the amount of$10,000.00 is required and must be submitted prior to filing of mylars. 5. All bonds must be in one of the forms described in the enclosed Bond Policy. 1 6. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 8.1.11 of the Zoning Regulations. 7. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 8. In accordance with State Statute (CGS §14-311), no building permits will be issued until the required State Traffic Commission certificate is obtained. 9. The building street number must be included on the final plan. 10. Pavement markings must be maintained in good condition throughout the site drives and parking areas. 11. All free standing signs and/or building signs require the issuance of a sign permit before they are erected. 12. The Town Engineer's review comments dated November 18, 2005, must be addressed to the Town Engineer's satisfaction. 13. Parking lot landscaping calculation must be included in zoning data table. 14. A waiver of parking spaces is hereby granted (102 spaces for Phase 1, 43 spaces for Phase II). Black and white transparent mylars of Sheets #3-6 with the above modifications, together with three blueprint copies of the entire set of plans (including landscaping and architecturals)must be submitted to this Commission within 30 days to be stamped and signed. The letters of approval of this Commission as well as the Inland Wetlands Agency/Conservation Commission must be reproduced on the mylars. After the mylars have been signed by the Commission, they will be returned to you for filing in the Office of the Town Clerk. After filing these plans, a copy of the receipt must be submitted to the Planning Department. Sincerely, Patrick Kennedy, Chairman Planning and Zoning Commission PK/pmm Enclosure cc: Town Engineer Chief Building Official 2 Assessor Superintendent of Pollution Control Fire Marshal Design Professionals, Inc. 165 South Satellite Road, South Windsor, CT 06074 3 r TOWN OF SOUTH WINDSOR STAFF SITE CHANGE 1 > FOR SITE & SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON Gq lcw E3. 5e tit 1-Tee-a $, Phone No ' ,4 I 755' rr � b p Address b.1� .Sov 514e IfI'it fps C. , t#+.'in �� ✓ r7 0 fi 0��{ Site Name DSl' Ov'r P&Z No. Owner cly - it K cA pp'psb1 `o. Phone No. a9Q Contractor 14 y' Signature of Owner Date: "1 - Signature of Design Engr. Date-: L oG CHANGE: (Describe location and nature .of change. . Include Four (4 ) copies of plan/profile of Change. ) rijoo �14�:' 'T- 4,o w #� 4 c' 7N N Ve L,rS k*,k c_x u s P g� et c r l , Reason for Changes -(Why is change required) T`Tr 141 i c► y-"L -,rir .3-1f1w," 6 itI%t I C.5 yAact 54s ir3 ry` 7 ' QNs ��+ �`f.,�N '�'11:t t� tv►' 1v q @X Y.w3 : APPROVALS: (As Required) 3: Dir. Of Planning. `'r � Date: r; Town .Engineer Date: br. of Public_Works Date: ether: Date: <. STAFF COMMENTS 7:> f : White - Town Engineer Yellow - Applicant Pink Director of Planning Goldenrod - Engineering Department BOND TRANSMITTAL DATE: list APPLICANT NAME � k- ADDRESS 5 AAkihi� M- 00,1119 lls'La-&&�� PROJECT LOCATION/ADDRELOT P&Z OR IWA/CC APPLICATION NUMBER/ AMOUNT OF BOND a CHECK NUMBER 3 11 } DEPARTMENT SUBMITTED BY NAME DATE RECEIVED BY FINAN - l� t; DATE SUB ACCOUNT NUMBER /0 \\townhalldc\vo"\Planning Dopaztmwt\Messmo\Forms\P="ts-Bonds\BOND TRANSMITTAL 08-27-01.doc BOND TRANSMITTAL DATE. ID l i d APPLICANT NAME ADDRESS (�5 At PROJECT LOCATION/ADDRESS , a r LOT P&Z OR IWA/CC APPLICATION NUMBER* AMOUNT OF BOND 4 ID►o co f CHECK NUMBER qQ - 1153 DEPARTMENT T SUBMITTED BY NAME DATE RECEIVED BY FINAN E d/o DATE SUB ACCOUNT NUMBER \\tow&alidc\voll\Pwu&g DvmtmenflMessiao\Foms\Pmuts-BondsxBoNDTRANsmriTALo8-27-0Ldoc V ` y � . Sou� -0 � �& 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 soe•co� TELEPHONE (860) 644-2511 March 10, 2006 DST Output c/o Mark Capardino 125 Ellington Road South Windsor, CT 06074 Dear Mr. Capardino: Re: Preconstruction Meeting—Appl#05-62P, Output Technologies site plan March 10, 2006 IN ATTENDANCE Walter Summers,Town of South Windsor Bernie Drabek,Town of South Windsor Jeff Folger,Town of South Windsor Michele Lipe, Town of South Windsor Robert Jacobsen,The Butler Company, 848 Marshall Phelps Road,Windsor,CT Mark Capardino, DST Output, 125 Ellington Road, South Windsor, CT 06074 Galen Semprebon, Design Professionals, 165 South Sattellite Road, South Windsor, CT 06074 Ian Briggs, Suffolk Construction, 65 Allterton Street, Boston, MA 02119 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, Environmental Planner for inspection when measures are in place,prior to commencement of site work or if any problems/concerns arise during construction. 2. All topsoil stockpile areas to be protected(ringed with haybales or equal). 3. During construction of the road/driveway a crushed stone tracking pad is to be installed and maintained to minimize tracking of dirt/gravel on to Ellington Road and internal driveways. 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 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 minimum 3. Certification of gravel used as subbase and processed stone for base will be required from an approved testing company. 4. Certification of all products used-- storm pipe, structures,pavement, etc., shall be presented to the Town Engineer prior to installation. 5. No subgrade formation/base in frozen ground/snow. Same for pipe/structure installation. 6. Progress As Built Plans are to be submitted to the Town Engineer for approval prior to paving and after subgrade formation. 7. As built plans may include horizontal and vertical location of all underdrains, footing drains, and sanitary sewers and house service laterals located as per revised as-built checklist. 8. 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. 9. Any problems and/or questions regarding construction of this project will be directed to Robert Jacobsen, Butler Company in the field at phone#982-0715 and Ian Briggs, Suffolk Construction in the field at phone#(617) 680-9193. 10. All filling to be done in accordance with Department of Transportation specifications. To be compacted in maximum lifts and tested as necessary. 11. Job meetings will be held as needed, and can be called by the developer or Town. 12. Seventy-two (72)hours' notice needed for certificate of occupancy inspection. 13. 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. 14.Normal hours of operation 7:00 a.m.—5:00 p.m.,no work on Sunday. „ w 15.No paving after October 15 or before April 15 without written approval from Director of Public Works. 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. Mylar must be signed and filed prior to issuance of building permits. 3. Bonds required prior to start of construction. SNET/NU 1. Contact utilities for coordination of utilities connection. Fire Marshal 1. Blasting(if required)to be coordinated with the Fire Marshal. Police Services 1. Emergency phone numbers for the duration of the construction must be provided to Police Services on a company letterhead. If the developer occupies or owns the building after construction emergency numbers must be provided to Police Services. 2. All buildings located on property that abuts a public highway must be numbered and visible from the street. All numbering shall comply with Town Ordinance 6-800 through 6-802. 3. Barns, garages, and outbuildings,which are located on the same premises as a numbered structure, are excluded. 4. Erect temporary sign on the site during construction identifying the project. 5. 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 R. Lipe, AICP Assistant Director of Planning BOND TRANSMITTAL DATE• APPLICANT NAME ADDRESS Cq 5. ` �/ ✓� C J( PROJECT LOCATION/ADDRESS ,a Cj �, 1 {,p ,t LOT SUBDIVISION - a (9 S P&Z OR IWA/CC APPLICATION NUMBER �r(35-Coa p AMOUNT OF BOND $ l L), n 00 l CHECK NUMBER 5 D- 1 5 3 I . DEPARTMENT C� V)n SUBMITTED BY J 21 O 6 DATE RECEIVED BY FIR7CE `��k , DATE SUB ACCOUNT NUMBER \\townhalWc\voll\Planning DeWmentWessino\Forms\Pcrmits-Bonds\BOND TRANSMITTAL 08-27-Ol.doc 09/04/2007 09:24 FAX Z 001/004 � SUFFOLKI SPECIAL • V l i September 4, 2007 Michelle White Via Fax: 860-644-7280 ENVIORNMENTAL PLANNER/CONSERVATION OFFICER 1540 Sullivan Avenue South Windsor, CT 06074 ; i Re: BOND RELEASE REQUEST � 1 Dear Mrs.Michelle White: This letter is Suffolk Construction's formal request for the relg o ee bonds that were issued to the Town of South Windsor at the beginning of thet pro' located at 125 Ellington Road. Suffolk Construction is confirming that the`vork at the overflow parking lot has been completed, signed off,and turned over to DST accordingly. For your use we have attached the copies of the escrow deposit confirmations that were provided to us upon payment of the bonds. Please feel free to contact me with any questions or comments at 617-517-5276. Sincerely, SUFFOLK CONSTUCTION COMPANY,INC. i Douglas . Kimbl Project Manager cc: Project File i 7 i i SF S BOND RELEASE TRANSMITTAL DATE: qlh- G 0 7 APPLICANT NAME ADDRESS PROJECT LOCATION/ADDRESS � LOT P&Z OR IWA/CC APPLICATION NUMBER SUB ACCOUNT NUMBER Q 0 10 3 SO 0 t C) ,,ORIGINAL BOND AMOUNT `�-61, 10v0. Please release the bond indicated above as all of the required work has been completed. NAME DATE qo BY CHECK # ISSUED DATE SCANNEU HAPlanning Department\Hohnes\forms\BOND RELEASE TRANSMITTAL08-27-0t.doc 10'NN Se P17) C(O a 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 �r�OsOR-CO TELEPHONE (860) 644-2511 September 15, 2007 Suffolk Construction Co. 65 Allerton Street Boston MA 02119 Re: Appl#05-62P, DST Output Post Dear Mr. Kimble: This is to advise you that the Planning and Zoning Commission voted on September 11, 2007 to release the following bonds; landscaping$5,000, Inland Wetland$5,000 and$10,000. A check will be sent to you by the Town of South Windsor. If you have any further questions contact the Planning Department at 644-2511, ext. 252. Thank you. Very truly yours, PLANNING&ZONING COMMISSION Patrick Kennedy, Chairman PK/mrl cc: Town Engineer