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App 13-01 SullivanPlCen Access&Clearing
TOWN OF SOUTH WINDSOR PLANNING & ZONING COMMISSION $ 73 — d ! P APPLICATION FORM Application No: A-X9/.2 —5o2 P RECE�� ? Official Receipt Date: n Receipt No: p f SOUTH 1NMIM PLANNING DEFT. APPLICANT: l�b L PROJECT NAME: ; Utp p'Cp P fir- ADDRESS: �J r OWNER OF RECORD ON LAND RECORDS: r, f GIC 0 ADDRESS: _ l� 7 S S t/ s U U� TTC� S, nr(j COMPLETE LOCATION OF PROPERTY: GIS PIN #AJ30 O I ZONE NAME, ADDRESS, TEL & FAX # OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: J1V\1 E- Estimated presentation time: THIS APPLICATION IS FOR: (Check all that apply): ❑ Zone Change to (Public Hearing required, Certificate of Mailing) ❑ Open Space Subdivision/Resubdivision (Public Hearing Required; certificate of mailing) ❑ Subdivision ❑ Minor ❑ Major ❑ Resubdivision (Public Hearing Required)❑ Minor ❑ Major ❑ Conditional Subdivision Approval ❑ Special Exception to Table (Public Hearing, Certificate of Mailing) Site Plan of Development . ,fin ni 1 , c.-� C_-� General Plan of Development 0 ❑ Dept of Motor Vehicle License - State Hearing per Section 14-55 for ❑ Earth Filling (Sec. 7.6) and/or Earth Removal (Sec. 7.16 - Public Hearing Required) ❑ Regulation Amendment ❑ Zoning ❑ Subdivision - Attach proposed amendment (Public Hearing Required) ❑ Temporary and Conditional Permit for (Public Hearing Required) ❑ In Law apartment/Accessory Apartment (Public Hearing Required) ❑ Major Home Occupation for (Public Hearing Required) ❑ Other (explain in detail) An Application Pending sign is required to be posted on the property for all applications ten (10) days prior to being heard by the Commission. Signature of Appli ant Signature of Property Owner Certified #7011 0470 0003 7146 8508 November 27, 2012 Sullivan Place Centers,LLC c/o AMF Property Management 855 Sullivan Avenue South Windsor, CT 06074 RE: Appl. #12-45P—Sullivan Place Centers, R031 Sullivan Avenue, Dear Mr. Tartsinis: At the November 21, 2012 regular meeting, the Inland Wetlands Agency/Conservation Commission approved Appl. #12- 45P, with the following conditions: 1. The final approved copy of the entire set of plans and this letter reproduced thereon must be submitted to the Planning Department. This must be completed within 65 days of approval prior to any construction activity on the site. Plans submitted to Planning &Zoning Commission shall be considered having met this requirement. 2. The application shall indemnify and hold harmless the Town of South Windsor against any liability, which might result from the proposed operation or use. 3. The permit is valid for five years and shall expire on November 21, 2017. It is the landowner(s)/applicant(s) responsibility to track expiration dates and notify the Commission of a renewal request at least 65 days prior to expiration. 4. Bonds shall be collected in the amount of: $50,000.00 for installation of stormwater structures; $30,000.00 for mitigation habitat plantings; $10,000.00 to ensure proper placement and maintenance of erosion and sediment controls. 5. All approvals required must be obtained and submitted prior to any activity on the site. 6. A contact person shall be identified on the plans. 7. A landscape plan, including the mitigation plantings and invasives control, shall be submitted to Town Staff for approval. 8. The basin planting plan shall be submitted to Town Staff for approval. 9. The wetlands area impacted by the addition of the plunge pool and forebay at the end of the twin 36" culverts shall be added to the application. 10. The conservation easement shall be increased to include the area on the south side of the property. 11. Comments by the Town Engineering shall be addressed. 12. Construction limits shall be delineated with construction fencing. Very truly yours, INLAND WETLANDS AGENCY/ CONSERVATION COMMISSION Elizabeth Warren, Chairperson EW/dt cc: Town Planner Chief Building Official Appl #13-01P, Sullivan Place Center Planning Department Report 1-22-13 1. Request for clearing and minor regrading of 5.4 acres approval on property located on the southerly side of Sullivan Ave. across from Hillside and Morgan Farms Drive, GC zone. The purpose of the permit is to allow clearing within the limits established so that the property can be marketed. 2. The proposed operation will be accessed solely from a proposed curb cut that is shown in the middle of the site. This access will contain an anti-tracking pad and the clearing limits will be delineated in the field by a silt fence. 3. Once the access for this property is finalized through the Town and the State, the temporary access drive will be eliminated and the approved access with be utilized. The applicant has added a note on the plans. 4. The applicant has also added notes indicating that any specimen trees along the Sullivan Ave. will be identified in the field and saved if possible. The site will be stabilized after the clearing has been completed. 5. The permanent access for this property is still being reviewed. The town has hired Jim Bubaris, Traffic Engineer to do a peer review of the traffic report submitted. Mr. Bubaris has requested additional information and the applicant's traffic engineer is working to provided that data. We would anticipate having that information for a February meeting. 6. A site plan of development will be required before any further construction is permitted on the site. 7. A permit from the IWA/CC was required. (The plan the IWA/CC reviewed and approved is included for your information.) This application was heard by IWA/CC on November 21 st and approval was granted including the following requirements: 1) Bonds shall be collected in the amount of $50,000.00 for installation of stormwater structures; $30,000.00 for mitigation habitat plantings; $10,000.00 to ensure proper placement and maintenance of erosion and sediment controls. 2) A landscape plan, including the mitigation plantings and invasives control, and basin plantings shall be submitted to Town Staff for approval. 3) The conservation easement shall be increased to include the area on the south side of the property. _ SAWN Sf4 /-0ZUf'L ��7LG2 G �� 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 � SIR•CI TELEPHONE (860) 644-2511 CERTIFIED MAIL 7011 1570 0000 6337 3406 January 24, 2013 Phil Tartsinis AMF Property Management Corporation 855 Sullivan Avenue South Windsor, CT 06074 Dear Mr. Tartsinis: Re: Appl. 13-01P, Sullivan Place Centers Clearing Plan We are pleased to advise you that the above mentioned application was approved on January 22, 2013. This approval is for a clearing plan for a future project to be known as "Sullivan Place Centers", on property located on the southerly side of Sullivan Avenue (across from Morgan Farms and Hillside Drive), GC zone.This approval is subject to the following modifications: This approval is for site clearing only. The access is still under review and will be acted on at a subsequent meeting. A site plan must be submitted prior to any building permits. 1. Prior to commencement of any site work, a meeting must be held with Town Staff. 2. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission,including a bond in the amount of$10,000 to ensure compliance with erosion&sediment control measures; $30,000 wetlands mitigation and $50,000 stormwater structure establishment. 3. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 4. Large specimen trees along the Sullivan Avenue frontage are to be identified in the field and reviewed the Senior Environmental Planner to see if any can be saved. 5. The temporary access is to be eliminated once the permanent access is approved and stable. 6. The site must be stabilized no later than the June 2013. Sincey1ennedy, Patric Chairman Planning and Zoning Commission PK/llz cc: Town Engineer Chief Building Official Assessor TRAFFIC STUDY Sullivan Place Centers Sullivan Avenue South Windsor, Connecticut Prepared for: AMF Properly Management Corporation South Windsor, Connecticut Prepared by: DLS TMWIc Engineering LLC 14 Sent Road Windsor, Connecticut 06095 . T December 26, 2012 RECEIVED JAN 012 2013 sours WINS PLANNNG oar. III .0 Traffic F,n�inpi�ril s>i iA..i� i a �siaav s.. ogin.. „v Ll...11.s 14 Beat Road Windsor,Connecticut 060" Phone: 860.298.93i6 dspear0_ dlstraf'fic com December 26,2012 Phil Tartsinis AMF Property Management Corporation 855 Sullivan Avenue South Windsor.Connecticut 06074 Re: Traffic Study Sullivan Place Centers Sullivan Avenue South Windsor,Connecticut Dear Phil: DLS Traffic has completed its study of the retail/office development proposed on the south side of Sullivan Avenue(Route 194)opposite Morgan Farm Drive and Hillside Drive in South Windsor. Connecticut. The proposed development includes 12.600 SF of retail space and 19,200 SF of office space with a total of 150 parking spaces. Proposed access to the development is located on the south side of Sullivan Avenue(Route 194)opposite Hillside Drive. Figure I shows the site location with respect to local and regional roadways. Our study included observations of area traffic operations and characteristics. review of Connecticut Department of Transportation count and accident data.collection of ATR(automatic traffic recorder) counts, projection of background volumes, estimation of site generated traffic volumes, distribution of site generated traffic,projection of combined volumes and completion of capacity analysis calculations. Certain specialized traffic engineering terms will be used in this report. A glossary of these terms is included in Attachment 1. r DLS Traffic Phil Tartsinis December 26,2012 Page Two EXISTING CONDITIONS Roadway Network- Access to the proposed development is provided by Sullivan Avenue(Route 194)opposite Hillside Drive. Route 194 is a State-maintained roadway that begins at Route 5 in South Windsor and runs southeasterly to Route 30. The proposed development access drive provides three lanes:one entering and two exiting. Land use along Sullivan Avenue(Route 194)is primarily commercial while land use along Hillside Drive is primarily residential. In the vicinity of the site, Sullivan Avenue (Route 194) provides one through lane in each direction. Sullivan Avenue(Route 194)at the site is 36 feet wide with a 12-foot travel lane provided in each direction and an 8-foot shoulder on the north side of the road and a 4-foot shoulder on the south side of the road. The posted speed limit in each direction on Sullivan Avenue(Route 194)at the site is 40 mph. Opposite the proposed site drive,Hillside Drive intersects Sullivan Avenue(Route 194)from the north. Hillside Drive is 34 feet wide with one travel lane provided in each direction on its approach to Sullivan Avenue(Route 194). Hillside Drive is stop sign controlled at its intersection with Sullivan Avenue(Route 194). The proposed site drive will be stop sign controlled forming the fourth leg of the existing Sullivan Avenue (Route 194)/Hillside Drive T-intersection. Field observations indicate that through traffic typically bypasses vehicles turning left into Hillside Drive. The Connecticut Department of Transportation(ConnDOT)completed traffic counts on South Windsor roadways in April 2010. The nearest ConnDOT count on Sullivan Avenue(Route 194) was taken southeast of Troy Road. On Sullivan Avenue(Route 194)southeast of Troy Road, the 2010 average daily traffic(ADT)was recorded at 14.100 with an a.m. peak hour volume of 1,028 and a p.m.peak hour volume of 1.392. To supplement the ConnDOT count data wee.omptetedAutornatic traffic recorder(ATR)counts on Sullivan Avenue(Route 194)at the site,jn ember 2010._ he 2010 ADT on Sullivan Avenue (Route 194)at the site was recorded at 16,100 with an a.m.peak hour volume of 1.001 and a p.m. peak hour volume of 1,337. Our ATR counts also included Saturday data and showed a Saturday peak hour volume of 1,320. Hillside Drive peak hour sampling counts were utilized to add Hillside Drive volumes to our ATR count data. Our ATR count data on Sullivan Avenue (Route 194) is consistent with the nearest State count data. The upper left portion of Figure 2 shows the 2010 volumes at the Sullivan Avenue(Route 194)/ Hillside Drive intersection. The a.m.peak hour volumes are shown followed by the p.m.peak hour volumes in parentheses and the Saturday peak hour volumes in brackets. The ConnDOT data and our ATR counts are included in Attachment 2. r OLS Traffic Phil Tartsinis 4 December 26,2012 Page Three Accident History -The latest three-year accident history on Sullivan Avenue(Rothe"194) in the vicinity of Hillside Drive was obtained from the Connecticut Department of Transportation. The three-year accident period was from January 1,2006 tp-December 31,200$ This data was reviewed to determine if there were any existing accident trends attributed'to geometric or operational conditions in the accident study area that would be impacted by the proposed site development. The accident data is included in Attachment 3. Nine accidents occurred in the accident study area during the study period. Accident types included seven rear-ends and two turning. The following factors contributed to these accidents: seven following too closely and two failed to grant the right of way. These accidents were primarily caused by driver error. The rear end accidents may be related to the adjacent existing traffic signal located on Sullivan Avenue (Route 194) east of the site. The accident experience will not be significantly impacted by the proposed development. Intersection Sight Distance (ISD) - The intersection sight distances from the proposed site driveway were reviewed in the field. Over 555 feet of ISD is available looking in each direction to Sullivan Avenue (Route 194) from the proposed site drive location. The posted speed limit on Sullivan Avenue(Route 194)at the site is 40 mph in each direction. Based on ConnDOT guidelines, the ISD required for 40 mph is 445 feet. Our ATR count also measured speeds on Sullivan Avenue (Route 194). The 85" percentile speed recorded on Sullivan Avenue (Route 194) at the site was 42 mph eastbound and 45 mph westbound. ConnDOT guidelines indicate 500 feet of ISD is recommended for 45 mph. Therefore, the available ISD from the proposed site drive looking to Sullivan Avenue(Route 194)is adequate for the posted speed limit and for the measured 85'percentile speeds on Sullivan Avenue(Route 194). DLS Traffic Phil Tartsinis December 26.2012 Page Four PROPOSED CONDITIONS Existing volumes were increased by 1.0%per year to represent growth in background volumes to the design year 2013. The South Windsor Planning Department was contacted to determine if there were any recently approved,but not yet built.projects that would generate a significant amount of traffic in the study area prior to completion of the subject project. The proposed Fed-Ex Distribution Center at Sullivan Avenue and Kennedy Road and the reuse of a DQ building west of the site were identified. The proposed Fed-Ex facility will only generate 8 eastbound trips and 7 westbound trips during the a.m. peak hour in our study area. Similarly.only 5 eastbound trips and 8 westbound trips are projected during the p.m.peak hour. The Fed-Ex traffic study does not provide any Saturday peak hour information. Based on the background volumes passing through our study area on Sullivan Avenue (Route 194). the Fed-Ex site traffic is not significant and is accounted for in the annual _growth factor applied to background_volumes. In addition-our background volumes were taken-in late December resulting in higher than average volumes. The DQ traffic will primarily come from the passing travel stream resulting in a small amount of new traffic passing through our study area. No traffic study was available for the reuse of the DQ building. However.our conservative(late December)background volumes and our annual growth factor adequately account for the DQ new traffic that may pass through our study area. The upper right portion of Figure 2 shows the projected background volumes on Sullivan Avenue(Route 194)at the site. The a.m. peak hour volumes are shown followed by the p.m. peak hour volumes in parentheses and the Saturday peak hour volumes in brackets. TABLE 1 -SITE GENERATED TRAFFIC Land use Mo enut Daily Peak Hour A.M. P.M. Saturday Enter 883 27 72 118 12,600 SF Retail Exit 883 17 78 109 Total 1766 44 150 227 Enter 187 45 10 4 19,200 SF Office Exit 187 9 47 4 Total 374 51 57 8 Enter 1070 72 82 122 TOTAL Exit 1070 23 125 113 Total 2140 95 1 207 1 235 DLS Traffic Phil Tartsinis December 26,2012 Page Five Trip Generation -Institute of Transportation Engineers(ITE)data for Land Use 820- Shopping Center and Land Use 710-General Office Building(see Attachment 4)was used to estimate trip generation for the proposed development. The proposed development includes two retail buildings one at 5,150 SF and the other at 7,450 SF totaling 12,600 SF of retail space. A two story office building is proposed at 19,200 SF. The trip generation estimates are shown in Table 1 above. Directional Distribution-The directional distribution of site generated traffic was developed based on existing travel patterns. The lower left portion of Figure 2 shows the distributed site generated traffic during all three peak hours. A.M.peak hour volumes are shown followed by p.m.peak hour volumes in parentheses and Saturday peak hour volumes in brackets. The retail traffic includes two components:primary trips and pass-by trips. Pass-by trips are diverted from the passing travel stream into the site and are not new to the area ConnDOT limits the pass-by trip estimate to 20%of the entering retail traffic. The negative numbers on the Sullivan Avenue(Route 194)through traffic movements in the lower left portion of Figure 2 represent the retail traffic pass-by trip adjustment. The lower right portion of Figure 2 shows the combined volumes. 2013 combined volumes are obtained by adding the distributed site generated traffic to the 2013 projected background volumes. Capacity Analysis-The capacity analysis was completed in accordance with the 2010 Hi w Cagily Manual methodology as updated. Levels of service(LOS)run from"A"to"F"with"A" being the best with little or no control delay and "F" being poor with long control delay. Table 2 provides a summary of the 2013 capacity analysis at the study intersection for background and combined conditions. TABLE 2-SUMMARY OF 2013 CAPACITY ANALYSES Sullivan Avenue(Route 194)/Hillside Drive/Site Drive Intersection Side Street Stop Sian Control Level of Service/Average Control Delay(Seconds)/v/c Ratio/95"'Percentile Q(Vehicles) A.M.PEAK HOUR P.M.PEAK HOUR SATURDAY PEAK HOUR LANE GROUP Background Combined Background Combined Background Combined • Sueivan Ave(Rte 194) .E8 Left A18.4/0.0510.15 A/8.4/0.05/0.15 A/9.110.10/0.32 A/9.1/0.10/0.32 AI8.810.07/0.22 A/8.810.07/0.22 _W8 Left — A/8.4/0.03/0.09 •- A/9.1/0.0410.13 — A/9.3/0.06/0.20 • Site Drive NB Lett — D/32.1/0.0410.13 — F//109.4/0.53/2.17 — Fa80.3/0.29/1.03 •N8Thru-Right — SM2.7/0.04/0.11 .5/0.28M.13 — C/20.610.2611.02 • HINSide Drive -SS Lt-Thnr-Rt 8/14.7/0.23I0.86 C/18.2/0.30/122 C118.9/0.22/0.84 E/37.3/ AVI.93 CII& 0.26I1.01 #2.7/0.72/4.36 DLS Traffic Phil Tartsinis December 26,2012 Page Six Table 2 provides a detailed summary of the 2013 capacity analyses results at the Sullivan Avenue (Route 194)/Hillside Drive/Site Drive intersection. Four measures of effectiveness are provided for each analyzed lane group during each peak hour with background and combined volumes. It should be noted that the unsignalized capacity analysis only provides results for lane groups with conflicting volumes(i.e.,the left turn movement from the main street into the side street and movements exiting the side street). The mainline through and right turn movements have the right of way, are free flowing and have no delay. Therefore, at the study intersection, the vast majority of the intersection traffic is free flowing with no delay. The four measures of effectiveness provided in Table 2 include:level of service,control delay, v/c ratio and 95'percentile queue. Level of service is defined by control delay as indicated in the Glossary of Technical Terms included in Attachment 1. The v/c ratio or volume to capacity ratio shows what proportion of the available capacity for a particular lane group is used by the demand volume for that lane group. The 95`'percentile queue is the number of vehicles in the maximum queue for a lane group under a specific traffic loading. As shown in Table 2,the left turns from Sullivan Avenue(Route 194)into Hillside Drive and into the site operate at level of service "A" during all three peak hours without and with site generated traffic. It should be noted that eastbound through traffic typically bypasses left turn vehicles waiting to turn into Hillside Drive. The 8-foot shoulder on the north side of Sullivan Avenue(Route 194)will allow westbound thru traffic to bypass vehicles waiting briefly to turn left into the site. The side street level of service and control delay modules are challenged by heavy volume arterial roadways. The northbound left from the site drive to Sullivan Avenue(Route 194)operates at level of service"D"during the a.m.peak hour and"F"during the p.m.and Saturday peak hours with combined volumes. However,during the worst case,the p.m.peak hour,the v/c ratio is 0.53 and the maximum queue is approximately two vehicles. This indicates that 47%of the capacity is available for future use and few cars will queue on this approach despite the poor level of service indicated. The northbound site drive thru-right lane operates at level of service"C"or better during all three peak hours with combined volumes. Hillside Drive operates at the "E/F" range during the p.m. and Saturday peak hours with combined volumes. The Saturday peak hour v/c ratio for the Hillside Drive approach is 0.72 indicating that 28%of capacity is available for future use. The maximum queue for the Hillside Drive approach occurs during the Saturday peak hour at approximately four vehicles. The side street volumes at the Sullivan Avenue (Route 194)/Hillside Drive/Site Drive intersection are not high enough to meet the volume warrants included in the MUTCD(Manual on Uniform Traffic Control Devices). There is an existing signal located on Sullivan Avenue(Route 194)east of the site. This signal provides gaps in through traffic on Sullivan Avenue(Route 194) that will assist side street traffic in turning onto Sullivan Avenue(Route 194). The existing signal creates gaps in westbound tragic. US Traffic Phil Tartsinis December 26,2012 Page Seven There is a new signal planned for construction west of the site. This new signal will create gaps in eastbound Sullivan Avenue (Route 194) traffic. The new and existing adjacent traffic control signals will improve levels of service for side street traffic at the study intersection by creating gaps in both the eastbound and westbound directions. Operational levels of service will be approximately one level better than those indicated by the analysis summarized in Table 2. Actual v/c ratios and 951 percentile queues will also be better than shown in the analysis. Sullivan Avenue(Route 194)will not be significantly impacted by the proposed development traffic. Westbound bypass capability and adjacent signals will enhance traffic operations on Sullivan Avenue(Route 194). Adequate side street storage will be available. Side street delays and queues will be acceptable and will be located off the main road. w US Traffic Phil Tartsinis December 26.2012 Page Eight CONCLUSION Efficient traffic operations on Sullivan Avenue(Route 194)will be maintained after completion of the proposed development. The accident history is low and showed no accident trends impacted by site generated traffic in the study area. Intersection sight distances from the proposed site access drive are good and will allow traffic exiting the site to see and be seen by oncoming traffic. Westbound Sullivan Avenue(Route 194)through traffic will be able to utilize the existing 8- foot shoulder to bypass vehicles turning left into the site. Adjacent traffic control signals will create additional gaps at the site drive and at Hillside Drive to assist side street traffic in entering Sullivan Avenue (Route 194). Based on a detailed review of background and projected conditions at the proposed retail/office development on the south side of Sullivan Avenue (Route 194), we have determined that site generated traffic can be accommodated without significant impact on safety or Sullivan Avenue (Route 194)traffic operations. Levels of service on Sullivan Avenue(Route 194)will remain at"A" during all three peak hours after the proposed development is fully occupied. Side street traffic at Sullivan Avenue(Route I94)will have minimal queues and will be assisted by adjacent signals. We trust that the above information will be useful in your understanding of the traffic aspects of the proposed development. We appreciate having been of service to you on this project. Should you have any questions concerning this report.please feel free to contact this office. Very truly yours, , �pF C oNa� DLS Traffic • ;aF 09s NO. 15894 David L. Spear.P.E. °�'lel Principal Ss�OMAL Eta` Attachments =f-7 K\L, 11 0. {SULLIVAN R.W.;wFsUiLv;k APT.) 0p. l A cp RIF cco NIF UAI, x wuJ A. 0 Roadway Plan GRECO erties LLC Sullivan Avenue(Route 194) South Windsor Connecticut DIS me ENGINEERING LLC 14 thl 1Y Nviw 1�MM 1 Cary B.L4M GRAPHIC SCALE Lk--d L— S--j.— 57 A��DR Rw - t y L J3-alp DLS Traffic EngineeringLLC ATr 14 Bent Road Windsor,Connecticut 06095 Phone: 860.298.9316 dspear@MIstraffic.co Fax: 860.219.9316 December 26, 2012 Phil Tartsinis AMF Property Management Corporation 855 Sullivan Avenue South Windsor, Connecticut 06074 Re: Traffic Study Sullivan Place Centers Sullivan Avenue South Windsor, Connecticut Dear Phil: DLS Traffic has completed its study of the retail/office development proposed on the south side of Sullivan Avenue(Route 194)opposite Morgan Farm Drive and Hillside Drive in South Windsor. Connecticut. The proposed development includes 12,600 SF of retail space and 19,200 SF of office space with a total of 150 parking spaces. Proposed access to the development is located on the south side of Sullivan Avenue(Route 194)opposite Hillside Drive. Figure 1 shows the site location with respect to local and regional roadways. Our study included observations of area traffic operations and characteristics, review of Connecticut Department of Transportation count and accident data, collection of ATR (automatic traffic recorder) counts, projection of background volumes, estimation of site generated traffic volumes, distribution of site generated traffic, projection of combined volumes and completion of capacity analysis calculations. Certain specialized traffic engineering terms will be used in this report. A glossary of these terms is included in Attachment 1. RECEIVff JAN 0 2 2013 SOUTH WWOR PLAWW,DEPT. r 1 TRAFFIC STUDY Sullivan Place Centers Sullivan Avenue South Windsor, Connecticut Prepared for: AMF Property Management Corporation South Windsor, Connecticut Prepared by: DLS Traffic Engineering LLC 14 Bent Road Windsor, Connecticut 06095 �/N STO December 26, 2012 i y DLs Traffic Phil Tartsinis December 26, 2012 Page Two EXISTING CONDITIONS Roadway Network- Access to the proposed development is provided by Sullivan Avenue(Route 194) opposite Hillside Drive. Route 194 is a State-maintained roadway that begins at Route 5 in South Windsor and runs southeasterly to Route 30. The proposed development access drive provides three lanes:one entering and two exiting, Land use along Sullivan Avenue(Route 194)is primarily commercial while land use along Hillside Drive is primarily residential. In the vicinity of the site, Sullivan Avenue (Route 194) provides one through lane in each direction. Sullivan Avenue(Route 194)at the site is 36 feet wide with a 12-foot travel lane provided in each direction and an 8-foot shoulder on the north side of the road and a 4-foot shoulder on the south side of the road. The posted speed limit in each direction on Sullivan Avenue(Route 194)at the site is 40 mph. Opposite the proposed site drive, Hillside Drive intersects Sullivan Avenue(Route 194)from the north. Hillside Drive is 34 feet wide with one travel lane provided in each direction on its approach to Sullivan Avenue(Route 194). Hillside Drive is stop sign controlled at its intersection with Sullivan Avenue(Route 194). The proposed site drive will be stop sign control led forming the fourth leg of the existing Sullivan Avenue (Route 194)/Hillside Drive T-intersection. Field observations indicate that through traffic typically bypasses vehicles turning left into Hillside Drive. The Connecticut Department of Transportation(ConnDOT)completed traffic counts on South Windsor roadways in April 2010. The nearest ConnDOT count on Sullivan Avenue (Route 194) was taken southeast of Troy Road. On Sullivan Avenue (Route 194) southeast of Troy Road, the 2010 average daily traffic (ADT)was recorded at 14,100 with an a.m. peak hour volume of 1,028 and a p.m. peak hour volume of 1.392. To supplement the ConnDOT count data we completed automatic traffic recorder(ATR)counts on Sullivan Avenue(Route 194)at the site in December 2010. The 2010 ADT on Sullivan Avenue (Route 194)at the site was recorded at 16,100 with an a.m. peak hour volume of 1,001 and a p.m. peak hour volume of 1,337. Our ATR counts also included Saturday data and showed a Saturday peak hour volume of 1,320. Hillside Drive peak hour sampling counts were utilized to add Hillside Drive volumes to our ATR count data. Our ATR count data on Sullivan Avenue (Route 194) is consistent with the nearest State count data. The upper left portion of Figure 2 shows the 2010 volumes at the Sullivan Avenue(Route 194)/ Hillside Drive intersection. The a.m.peak hour volumes are shown followed by the p.m.peak hour volumes in parentheses and the Saturday peak hour volumes in brackets. The ConnDOT data and our ATR counts are included in Attachment 2. r 1 DLS Traffic Phil Tartsinis December 26, 2012 Page Three Accident History - The latest three-year accident history on Sullivan Avenue (Route 194) in the vicinity of Hillside Drive was obtained from the Connecticut Department of Transportation. The three-year accident period was from January 1,2006 to December 31,2008. This data was reviewed to determine if there were any existing accident trends attributed to geometric or operational conditions in the accident study area that would be impacted by the proposed site development. The accident data is included in Attachment 3. Nine accidents occurred in the accident study area during the study period. Accident types included seven rear-ends and two turning. The following factors contributed to these accidents: seven following too closely and two failed to grant the right of way. These accidents were primarily caused by driver error. The rear end accidents may be related to the adjacent existing traffic signal located on Sullivan Avenue (Route 194) east of the site. The accident experience will not be significantly impacted by the proposed development. Intersection Sight Distance (ISD) - The intersection sight distances from the proposed site driveway were reviewed in the field. Over 555 feet of ISD is available looking in each direction to Sullivan Avenue (Route 194) from the proposed site drive location. The posted speed limit on Sullivan Avenue(Route 194)at the site is 40 mph in each direction. Based on ConnDOT guidelines, the ISD required for 40 mph is 445 feet. Our ATR count also measured speeds on Sullivan Avenue (Route 194). The 85"' percentile speed recorded on Sullivan Avenue (Route 194) at the site was 42 mph eastbound and 45 mph westbound. ConnDOT guidelines indicate 500 feet of ISD is recommended for 45 mph. Therefore, the available ISD from the proposed site drive looking to Sullivan Avenue(Route 194)is adequate for the posted speed limit and for the measured 85"'percentile speeds on Sullivan Avenue (Route 194). T 1 DLS Traffic Phil Tartsinis December 26, 2012 Page Four PROPOSED CONDITIONS Existing volumes were increased by 1.0%per year to represent growth in background volumes to the design year 2013. The South Windsor Planning Department was contacted to determine if there were any recently approved,but not yet built,projects that would generate a significant amount of traffic in the study area prior to completion of the subject project. The proposed Fed-Ex Distribution Center at Sullivan Avenue and Kennedy Road and the reuse of a DQ building west of the site were identified. The proposed Fed-Ex facility will only generate 8 eastbound trips and 7 westbound trips during the a.m. peak hour in our study area. Similarly, only 5 eastbound trips and 8 westbound trips are projected during the p.m. peak hour. The Fed-Ex traffic study does not provide any Saturday peak hour information. Based on the background volumes passing through our study area on Sullivan Avenue (Route 194), the Fed-Ex site traffic is not significant and is accounted for in the annual growth factor applied to background volumes. In addition,our background volumes were taken in late December resulting in higher than average volumes. The DQ traffic will primarily come from the passing travel stream resulting in a small amount of new traffic passing through our study area. No traffic study was available for the reuse of the DQ building. However,our conservative(late December)background volumes and our annual growth factor adequately account for the DQ new traffic that may pass through our study area. The upper right portion of Figure 2 shows the projected background volumes on Sullivan Avenue(Route 194)at the site. The a.m. peak hour volumes are shown followed by the p.m. peak hour volumes in parentheses and the Saturday peak hour volumes in brackets. TABLE 1 -SITE GENERATED TRAFFIC Peak Hour Land Use Movement Daily A.M. P.M. Saturday Enter 883 27 72 118 12,600 SF Retail Exit 883 17 78 109 Total 1766 44 150 227 Enter 187 45 10 4 19,200 SF Office Exit 187 6 477 4 Total 374 51 57 8 Enter 1070 72 82 122 TOTAL Exit 1070 23 125 113 Total 1 2140 95 1 207 1 235 s DLS Traffic Phil Tartsinis December 26, 2012 Page Five Trip Generation - Institute of Transportation Engineers (ITE) data for Land Use 820 - Shopping Center and Land Use 710 - General Office Building (see Attachment 4) was used to estimate trip generation for the proposed development. The proposed development includes two retail buildings one at 5,150 SF and the other at 7,450 SF totaling 12,600 SF of retail space. A two story office building is proposed at 19,200 SF. The trip generation estimates are shown in Table 1 above. Directional Distribution-The directional distribution of site generated traffic was developed based on existing travel patterns. The lower left portion of Figure 2 shows the distributed site generated traffic during all three peak hours. A.M.peak hour volumes are shown followed by p.m.peak hour volumes in parentheses and Saturday peak hour volumes in brackets. The retail traffic includes two components: primary trips and pass-by trips. Pass-by trips are diverted from the passing travel stream into the site and are not new to the area. ConnDOT limits the pass-by trip estimate to 20%of the entering retail traffic. The negative numbers on the Sullivan Avenue(Route 194)through traffic movements in the lower left portion of Figure 2 represent the retail traffic pass-by trip adjustment. The lower right portion of Figure 2 shows the combined volumes. 2013 combined volumes are obtained by adding the distributed site generated traffic to the 2013 projected background volumes. Capacity Analysis - The capacity analysis was completed in accordance with the 2010 Highway Capacity Manual methodology as updated. Levels of service(LOS) run from "A"to "F" with "A" being the best with little or no control delay and "F" being poor with long control delay. Table 2 provides a summary of the 2013 capacity analysis at the study intersection for background and combined conditions. TABLE 2-SUMMARY OF 2013 CAPACITY ANALYSES Sullivan Avenue(Route 194)/Hillside Drive/Site Drive Intersection Side Street Stop Sian Control Level of Service/Average Control Delay(Seconds)/v/c Ratio/95'h Percentile Q (Vehicles) A.M.PEAK HOUR P.M.PEAK HOUR SATURDAY PEAK HOUR LANE GROUP Background Combined Background Combined Background Combined • Sullivan Ave(Rte 194) -EB Left A/8.4/0.0510.15 A/8.4/0.05/0.15 A/9.1/0.10/0.32 A19.1/0.10/0.32 A/8.8/0.07/0.22 A/8.8/0.07/0.22 -WB Left -- A/8.4/0.03/0.09 --- A19.1/0.0410.13 A/9.3/0.06/0.20 • Site Drive NS Left D/32.1/0,D4/0.13 — F/109.4/0.53/2.17 --- F/80.3/0.29/1.03 NB Thru-Right — B112.7/0.04/0.11 --- C/20.5/0.28/1.13 — C/20.6/0.26/1.02 • Hillside Drive SB Lt-Thru-Rt B/14.7/0.23/0.86 C/18.2/0.30/1.22 C/18.9/0.22/0.84 E/37.310.42/1.93 C/18.9/0.26/1.01 F/72.7/0.72/4.36 R DLS Traffic Phil Tartsinis December 26,2012 Page Six Table 2 provides a detailed summary of the 2013 capacity analyses results at the Sullivan Avenue (Route 194)/Hillside Drive/Site Drive intersection. Four measures of effectiveness are provided for each analyzed lane group during each peak hour with background and combined volumes. It should be noted that the unsignalized capacity analysis only provides results for lane groups with conflicting volumes(i.e.,the left turn movement from the main street into the side street and movements exiting the side street). The mainline through and right turn movements have the right of way, are free flowing and have no delay. Therefore, at the study intersection, the vast majority of the intersection traffic is free flowing with no delay. The four measures of effectiveness provided in Table 2 include: level of service,control delay, v/c ratio and 95"percentile queue. Level of service is defined by control delay as indicated in the Glossary of Technical Terms included in Attachment 1. The v/c ratio or volume to capacity ratio shows what proportion of the available capacity for a particular lane group is used by the demand volume for that lane group. The 95`" percentile queue is the number of vehicles in the maximum queue for a lane group under a specific traffic loading. As shown in Table 2,the left turns from Sullivan Avenue (Route 194)into Hillside Drive and into the site operate at level of service "A" during all three peak hours without and with site generated traffic. It should be noted that eastbound through traffic typically bypasses left turn vehicles waiting to turn into Hillside Drive. The 8-foot shoulder on the north side of Sullivan Avenue(Route 194)will allow westbound thru traffic to bypass vehicles waiting briefly to turn left into the site. The side street level of service and control delay modules are challenged by heavy volume arterial roadways. The northbound left from the site drive to Sullivan Avenue(Route 194)operates at level of service"D"during the a.m.peak hour and "F"during the p.m. and Saturday peak hours with combined volumes. However,during the worst case,the p.m. peak hour,the v/c ratio is 0.53 and the maximum queue is approximately two vehicles. This indicates that 47%of the capacity is available for future use and few cars will queue on this approach despite the poor level of service indicated. The northbound site drive thru-right lane operates at level of service"C"or better during all three peak hours with combined volumes. Hillside Drive operates at the "E/F" range during the p.m. and Saturday peak hours with combined volumes. The Saturday peak hour v/c ratio for the Hillside Drive approach is 0.72 indicating that 28% of capacity is available for future use. The maximum queue for the Hillside Drive approach occurs during the Saturday peak hour at approximately four vehicles. The side street volumes at the Sullivan Avenue (Route 194)/Hillside Drive/Site Drive intersection are not high enough to meet the volume warrants included in the MUTCD(Manual on Uniform Traffic Control Devices). There is an existing signal located on Sullivan Avenue(Route 194)east of the site. This signal provides gaps in through traffic on Sullivan Avenue(Route 194) that will assist side street traffic in turning onto Sullivan Avenue(Route 194). The existing signal creates gaps in westbound traffic. t 1 US Traffic Phil Tartsinis December 26, 2012 Page Seven There is a new signal planned for construction west of the site. This new signal will create gaps in eastbound Sullivan Avenue (Route 194) traffic. The new and existing adjacent traffic control signals will improve levels of service for side street traffic at the study intersection by creating gaps in both the eastbound and westbound directions. Operational levels of service will be approximately one level better than those indicated by the analysis summarized in Table 2. Actual v/c ratios and 95u'percentile queues will also be better than shown in the analysis. Sullivan Avenue(Route 194)will not be significantly impacted by the proposed development traffic. Westbound bypass capability and adjacent signals will enhance traffic operations on Sullivan Avenue(Route 194). Adequate side street storage will be available. Side street delays and queues will be acceptable and will be located off the main road. DLS Traffic Phil Tartsinis December 26, 2012 Page Eight CONCLUSION Efficient traffic operations on Sullivan Avenue(Route 194)will be maintained after completion of the proposed development. The accident history is low and showed no accident trends impacted by site generated traffic in the study area. Intersection sight distances from the proposed site access drive are good and will allow traffic exiting the site to see and be seen by oncoming traffic. Westbound Sullivan Avenue(Route 194)through traffic will be able to utilize the existing 8- foot shoulder to bypass vehicles turning left into the site. Adjacent traffic control signals will create additional gaps at the site drive and at Hillside Drive to assist side street traffic in entering Sullivan Avenue(Route 194). Based on a detailed review of background and projected conditions at the proposed retail/office development on the south side of Sullivan Avenue (Route 194), we have determined that site generated traffic can be accommodated without significant impact on safety or Sullivan Avenue (Route 194)traffic operations. Levels of service on Sullivan Avenue(Route 194)will remain at"A" during all three peak hours after the proposed development is fully occupied. Side street traffic at Sullivan Avenue (Route 194)will have minimal queues and will be assisted by adjacent signals. We trust that the above information will be useful in your understanding of the traffic aspects of the proposed development. We appreciate having been of service to you on this project. Should you have any questions concerning this report,please feel free to contact this office. CO Very truly yours, i► o;,...t N! + DLS Traffic 4atPr;�Jio S;o� ` CIO. 15994 David L. Spear.P.E. sW.Xk!eF�SEoG;� Principal '*► si E�� p °rd ONfe .$ Attachments f J f � i/ j t• f � 1 _ v1 r� f•� •� m . L--I`ve r •,� � ", .:',Y,'�, !• off, !� �� i �' �,f• ROB. `.. r gyp- � fNAN / MARK �; +p fr i Wf z$ En r� r " } i i u HILLSDALE_R(D. w >s� i is ONE z 0 2 COLLINS Sullivan Place Centers South Windsor,Connecticut i...._..,RogQ Scale:NTS Site Location Plan _ Drawn by:DLS Chkd by:EAS W.S Traffic Fngineering IJ.C' Date: 12/24/12 Windsor.CT 06095 Proj.No. 1244 (860)298-93 16 Figure No. 1 c cat «i L, 1 z crnuo m W ,°' W ro cw -t 23(42)[251 N -� "�- 24(43)[261 d1 b z 4— 433(556)[530) 4-1 1+ X 4— 446(573)[5461 SULLIVAN AVENUE(ROUTE 194) SULLIVAN AVENUE(ROUTE 194) 50(92)(68] J' 52(95)[701 434(631)[6531-0 447(650)[673) p SITE SITE 2010_VOLUMES 2013 PROJECTED BACKGROUND VOLUMES o W '-= o W Q- y �5 4-24(43)(261 o J 4--3(4)[-12] .0 co N J 4—443(566)16341 4J b Lp I X 33(38)[561 41 I, LO S 33(38)1561 SULLIVAN AVENUE(ROUTE 194) SULLIVAN AVENUE(ROUTE 194) J� 41 52(95)1701 -2(-7)[•121 -0 W v °' n 445(643)[6611--0 u! M °i 33(38)[561 Q m N w 33(3$)[56J M W W m F- t-- SITE SITE TRAFFIC SITE Enter: 72 (82) [1221 Exit 23 (125) (1131 Total, 95 (207) (2351 DISTRIBUTED SITE TRAFFIC 2013 COMBINED VOLUMES Sullivan Place Centers South Windsor,Connecticut LEGEND: Flow Diagrams Scale:NTS Drawn by:DLS xx(xx)[xx]-A.M. (P.M.)[Saturday] Peak Hour Volume 1)/s Tr ,/fic�Enghiecri g L u' cnk_d_b�EAs Date,_ 12/24/12 Windsor,C"I'06095 Proj.No. 1_244 (860)298-9316 Figure No. 2 r + ATTACHMENTS 1. Glossary of Technical Terms 2. Count Data 3. Accident Data 4. Trip Generation Data 5. Capacity Analysis -2013 1. Glossary of Technical Terms Glossary of Technical Terms To clarify the meaning of certain specialized traffic engineering terms which may be used in this report,the following definitions are offered. Trip is a one-way movement to or from a site. One car entering and leaving a site constitutes two trips. Traffic Generation is the actual number of vehicle movements which may reasonably be expected to be attracted by a specific development. Usually, traffic generation is expressed as a number of trips, Average Daily Traffic(ADT) is the total traffic volume passing a given point or segment of highway on a typical working weekday. Peak Hour Generation is the maximum amount of vehicles which can reasonably be anticipated to be generated at a specific development during its highest volume hour. Depending on the type of facility proposed, the amount of vehicles to be generated may vary by time of day. Residential uses typically produce their peak hour of generation coincidentally with the morning and afternoon peak vehicle volume rates of the surrounding roadway network. Trip Distribution is the process of determining that proportion of generated trips that can be expected to originate at any location. Traffic Assignment is the process of assigning the trips which have been distributed from the various points of origin to the roadway system which would provide the most direct route between the points of origin and destination. Average Overflow Queue is the average number of vehicles left in the queue, or line of waiting vehicles, at the beginning of the green light period. Capacity and Level of Service(LOS)are terms utilized to describe the ability of a roadway to handle its traffic assignment. Levels of Service (LOS) at two-way stop controlled (TWSC) and all-way stop controlled (AWSC) intersections are defined in terms of average control delay. Definitions of Levels of Service versus average control delay are shown in the Highway Capacity Manual (Special Report 209,Updated 2010)and are shown below. Control Delay includes initial deceleration delay,queue move-up time,stopped delay,and final acceleration delay. Total delay is the difference between the travel time actually experienced and the reference travel time that would result during conditions with ideal geometries and in the absence of incidents, control, and traffic. Control delay includes only that portion of total delay attributed to traffic control measures, either traffic signals or stop signs. LEVEL OF SERVICE CRITERIA FOR TWSC AND AWSC INTERSECTIONS Level of Service Average Control Delay sec/veh A <10 B >10 and <15 C >15 and <25 D >25 and <35 E >35 and <50 F >50 2. Count Data �r • A 1320106B2010 STA TYPE:O STA NO 132 0106 c T t�t�n�r_nusAr�zrs,_�,- DEPARTMENT OF TRANSPORTATION BUREAU OF POLICY AND PLANNING PLANNING INVENTORY AND DATA TRAFFIC RECORDER DATA STATION 106 IN SO. WINDSOR DIRECTION: B LOCATED ON RTE 194, SE OF TROY ROAD DAY SUN MON TUES WED THUR FRI SAT DATE 4/28 4/29 BEG HR 12A 0 0 0 0 46 0 0 IA 0 0 0 0 33 0 0 2A 0 0 0 0 35 0 0 3A 0 0 0 0 43 0 0 4A 0 0 0 0 32 0 0 5A 0 0 0 257 0 0 0 6A 0 0 0 648 0 0 0 7A 0 0 0 1028 0 0 0 8A 0 0 0 1018 0 0 0 9A 0 0 0 791 0 0 0 10A 0 0 0 819 0 0 0 11A 0 0 0 866 0 0 0 12P 0 0 0 996 0 0 0 1P 0 0 0 960 0 0 0 2P 0 0 0 1041 0 0 0 3P 0 0 0 1162 0 0 0 4P 0 0 0 1186 0 0 0 5P 0 0 0 1392* 0 0 0 6P 0 0 0 893 0 0 0 7P 0 0 0 661 0 0 0 8P 0 0 0 515 0 0 0 9P 0 0 0 292 0 0 0 lop 0 0 0 194 0 0 0 11P 0 0 0 88 0 0 0 TOT 0 0 0 14807 189 0 0 24-hour total = 14996 RECORDER #026 ACF = NA G - 4 x Highest 24-hour volume 2010 ADT = 14100 FOR STATION 106 IN SO. WINDSOR Connecticut Counts LLC Page 1 Route 194 East of 855 Sullivan Avenue 63 Sugar Maple Lane South Windsor,Connecticut Kensington, Connecticut 06037 (860)828-1693 Site ode:2349 Station ID: Latitude:0'0.000 Undefined Start 13-Dec-10 Tue Wed Thu Fri Sat Sun Wee Average _ Time Eastbound Westbou Eastbou Westbou Eastbou Westbou Eastbou Westbou Eastbou Westbou Eastbou Westbou Eastbou Westbou Eastbo Westbou 12:00 AM * * * 47 26 42 34 61 55 58 71 52 49 01:00 * * 7 22 22 21 35 32 18 39 20 28 02:00 * ` ` 20 13 17 16 21 22 21 22 20 18 03:00 * * 12 18 12 15 12 20 11 8 12 15 04:00 ' 28 43 30 43 32 31 12 21 26 34 05:00 * ` ":00 87 104 89 116 52 60 29 28 64 77 07:00 * * " * 228 385 252 340 119 123 51 53 162 225 0 8:00 * • 359 580 399 549 186 191 118 85 266 351 9:00 * 484 517 430 546 347 343 208 179 367 396 10:00:00 * * 423 423 479 398 477 431 381 369 440 405 111:00 1 * * 468 412 533 486 573 587 494 399 517 471 12:00 PM 604 487 661 538 721 599 513 457 575" 620 *01:00 536 569 570 613 643 663 566 607 579 588 *02:00 537 516 563 626 584 607 530 493 554 560 * * * ':00 564 573 595 633 566 636 455 466 545 577 04:00 0 ' ' * 649 570 602 616 682 632 540 622 420 438 579 576 * `:00 647 581 723 608 776 657 530 603 367 461 609 582 0 06 * " 725 525 723 614 695 593 418 543 295 422 571 539 07:00:00 * 501 423 548 491 555 512 393 446 252 307 450 436 08:00 * 312 $60 369 419 320 363 285 335 176 238 292 343 *:00 237 328 285 300 201 310 217 289 118 147 212 275 10:00 * ' 113 186 170 215 162 236 179 216 106 113 146 193 111:00 1 76 100 80 109 162 198 133 189 51 65 100 132 ` 45 61 48 70 105 119 105 99 31 53 67 80 Lane 0 0 0 0 3305 3134 7852 8130 8252 8594 7229 7752 5281 5441 7225 7470 Day 0 0 6439 15982 16846 14981 10722 14395 AM Peak 11:00 07:00 11:00 07:00 11:00 11:00 11:00 11:00 1100 11:00 — Vol. 504 580 561 549 721 599 513 457 575 520 PM Peak 17:00 16700 16:00 15:00 16:00 16:00 12:00 12:00 12:00 12:00 16:00 12:00 Vol. 725 581 723 616 776 657 643 663 566 507 609 588 Connecticut Counts LLC Page 2 Route 194 East of 855 Sullivan Avenue 63 Sugar Maple Lane South Windsor,Connecticut Kensington, Connecticut 06037 W (860) 828-1693 Site ode:2 tation ID: Latitude:0'0.00 Undefined Start 20-Dec-10 Tue Wed Thu Fri Sat Sun Wee Average Time Eastbound Westbou Eastbou Westbou Eastbou Westbou Eastbou Westbou Eastbou Westbou Eastbou Westbou Eastbou Westbou Eastbo Westbou 12:00 AM 23 19 40 35 * - * 32 27 01:00 11 15 13 18 * * * " 12 16 02:00 15 12 14 11 ` * * * 1d 12 03:00 8 13 15 19 ` ` ' * 12 16 04:00 28 38 24 45 26 05:00 89 116 105 120 ' _ 97 1 422 06:00 257 372 254 397 * * 256 384 07:0 5T8 0 345 358 592 * 585 08:00 430 447 449 439 * ` ' * 352 352 585 09:00 413 431 444 431 ' * ' * 4 1 40 43 443 10:00 475 457 476 417 ' ' ' 476 431 11:00 512 503 538 498 525 500 12:00 PM 568 553 515 587 ' * * ` 525 50 01:00 556 548 552 608 * ' * ` ' 552 578 02:00 536 609 * ' * * ' 536 609 03:00 661 631 ' * 661 631 04:00 685 632 * 632 05:00 713 543 ` ' ' * ' * 685 685 632 06:00 451 408 ' ' * * 451 543 07:00 327 339 * * * * 439 408 08:00 176 258 * ` " ` " " ' 32 327 7 09:00 135 213 ' * ' ' * * 1 76 58 2258 10:00 72 13 94 ` * 72 94 11:00 42 69 * * ` ' ` ` ` * ' * * 42 69 Lane 7528 7898 3797 4217 0 0 0 0 0 0 0 0 0 0 7564 7955 Day 15426 8014 0 0 0 0 0 1 619 AM Peak 11:00 07:00 11:00 07:00 11:00 07:00 Vol. 512 578 538 592 _ 1 52 16:85 585 PM Peak 17:00 16:00 13:00 13:00 525 5 Vol. 713 632 552 608 00 713 632 Comb,Total 15426 8014 6439 15982 16846 14981 10722 30214 ADT ADT 16,085 AADT 16,085 3. Accident Data CONNECTICUT DEPARTMENT OF TRANSPORTATION TRAFFIC ACCIDENT EXPERIENCE 9 accidents occurred on ROUTE 194 from mileage 2.06 to 2.10 between 1/l/2006 and 12/31/2008 PREPARED: 12./24/2012 LIGHT SURFACE MILEAGE F:LPHA DESCRIPTION OF ACC LOCATION DATE OF ACCIDENT CASE # TIME CONDITION CONDITION WEATHER CONDI ION INJURY CODES: K A B C TOT ------------------------------------------------------------------------------------------------------------------------- ----- TOWN: SOUTH WINDSOR 002.08 IT HILLSIDE DR Saturday, October 28, 2006 156338 1854 Dark-Lit Wet No Adverse Con ition Collision Type: Rear-end Contributing Factor: Following Too Closely At-Fault Traffic Unit: # 2 EB Automobile 0 Injuries Maneuver: Vehicle Slowing For Vehicle Turning Left from Proper Lane EB Automobile 0 Injuries Maneuver: Vehicle Skidded Slowing or Stopping For Vehicle Turning Left from I roper Lane 002.08 AT HILLSIDE DR Monday, January 15, 2007 1121.83 1341 Daylight Wet Rain Collision Type: Rear-end Contributing Factor: Following Too Closely At-Fault Traffic Unit: # 2 EB Automobile 0 Injuries .Maneuver: Vehicle Stopped F'_r Turn Left EB Automobile 0 Injuries Maneuver: Vehicle Skidded Slowing or Stopping For Stopped Vehicle 002.08 INT HILLSIDE DR Thursday, June 07, 2007 143507 1937 Daylight Dry No Adverse Condition Collision Type: Rear-end Contributing Factor: Following Too Closely At-Fault Traffic Unit: # 2 EB Automobile 0 0 0 1 1 Maneuver: Vehicle Slowing For Turn Left EB Automobile 0 Injuries Maneuver: Vehicle Skidded Slowing or Stopping For vehicle Going Straight 002.08 INT HILLSIDE DR Friday, June 01, 2007 143513 181.5 Daylight Dry No Adverse Condition Collision I'ype: Rear-end Contributing Factor: Following Too Closely At-Fault Traffic Unit.: # 1 ES Automobile 0 Injur.i.es Maneuver: Vehicle Skidded Slowing or Stopping For Stopped Vehicle EB Automobile 0 0 0 1 1. Maneuver: Vehicle Stopped For Turn Left 002.09 INT HILLSIDE DR Tuesday, -July 31., 2007 162104 2043 Daylight Dry No Adverse Condition Collision Type: Rear-end Contributing Factor: Following Too Closely At-Fault Traffic Unit: ## 1 EB Automubile 0 1njuries Maneuver: Vehicle Going Straight EB Automubil.e 01 injuries Maneuver: Vehicle Stopped For Turn Left 002.08 INT HILLSIDE DR Sunday, December 02, 2007 203913 0801 Daylight Dry No Adverse Condition Collision Type: Turning-Opp. Direction Contributing Factor: Failed to Grant Row At-Fault Traffic Unit: # 1 EB Single Unit Trk/2axle/4tire 0 Injuries ?Maneuver: Vehicle Turning Left from Proper Lane WB Automobile 0 I:njuries Maneuver: Vehicle Going Straight page 1 of 2 CONNECTICUT DEPARTMENT OF TRANSPORTATION TRAFFIC ACCIDENT EXPERIENCE 9 accidents occurred on ROUTE 194 from. mileage 2.06 to 2.10 between l/l/2006 and 12/31/2008 PREPARED: 12/24/2012 LIGHT SURFACE MILEAGE FLPHA DESCRIPTION OF ACC LOCATION DATE OF ACCIDENT CASE # TIME LIG14T_TTODI CONDITION WEATHER CONDI IO'? INJUR'x' CODES: K A B C TOT ---------------------------------------------------------------------------------------------------------- ----- TOWN: SOUTH WINDSOR 002.08 INT HILLSIDE DR Thursday, April. 17, 2008 129154 1403 Daylight Dry No Adverse Con ition Collision Type: Turning-Intersecting Paths Contributing Factor: Failed to Grant ROW At-Fault Traffic Unit: # 2 WB Single Unit Trk/2axle14tire 0 Injuries Maneuver: Vehicle Skidded Sloti:,ing or Stopping For Vehicle Turning Left from Droper Lane SB Automobile 0 Injuries Maneuver: Vehicle Turning Left from Proper Lane 002.10 100 FT E OF HILLSIDE DR Friday, June Ol, 2007 143512 1826 Daylight Dry No Adverse Con• ition Collision Type: Rear-end Contributing Factor: Following Too Closely At-Fault Traffic Unit: # 1 WB Automobile 0 Injuries Maneuver: Vehicle Skidded Slowing or Stopping For Vehicle Going Straight WB Automobile 0 injuries Maneuver: Vehicle Slowing For Traffic 002.10 _00 FT E OF HILLSIDE DR Tuesday, December 09, 2008 1-97769 1558 Daylight Dry No Adverse Condition Collision Type: Rear-end Contributing Factor: Following Too Closely At-Fault Traffic Unit: # 2 WB Automobile 0 Injuri.es Maneuver.: Vehicle Stopped For Stopped 'Vehicle WB Automobile 0 Injuries Maneuver: Vehicle Skidded Slowing or Stopping For Stopped Vehicle page 2 of 2 t s 4. Trip Generation Data J t Shopping Center ; Shopping Center _ (820)_ y (820) Average Vehicle Trip Ends vs: 1000 Sq.Feet Gross Leasable Area Average Vehicle Trip Ends vs: 1000 Sq.Feet Gross Leasia Ile Area On a: Weekday On a: Weekday, a Peak Hour of Adjacent Stre et Traffic, One Hour Between 7 and 9 a.m. Number of Studies: 104 Number of Studies: 302 ! Average 1000 Sq.Feet GLA: 310 Average 1000 Sq.Feet GLA: 331 Directional Distribution: 50%entering,50%exiting __ Directional Distribution: 62%entering,38%exiting 1 Trip Generation per 1000 Sq.Feet Gross Leasable Area Trip Generation per 1000 Sq.Feet Gross Leasable Area Average Rate Range of Rates Standard Deviation Average Rate Range of Rates Stand rd Deviation _ 'I - 1 _._ 42.70 —�—12 0.96 0.10 9.05 .3150 - 270.89 -- 27.25 1;�11:' Data Plot and Equation Data Plot and Equation 71,011 h j 0 -X 6 0 MOM x Il III i.300. .-.. i Ali l 120"f ... - x 1 0 X a x : 'x LL 1,000 .. W f fl. w.coo x 6Do xX . x !� i x , xx: _: `8 600- .. .. xx X x ' a .tt kx R x x x x - x �� Q x x. X x X x - a - x I 11 x i Y.x I- ~ X y xXx Xi x Y'x x. ''ll ... ...... qxx - {r3c 1 l 400 .x x .;X . ..... .. x ...j 'z xX'.�/� y x _ a Xx x �!x .. .. .. .... .... 1 <�cc x X x X :x x x vXa x Y, x .... I I' x�J'(: Yicu. X x o.00D.1 v Y y_x .. x x. 200Xm x xxk -<x. > I I� �� Y � xxxx DDxx X j x 1 D �T- 0'i`�'T--'�-*'�- TT'-'-?�1—'—'T 1 0 100 200 300 coo 500 600 700 Soo 900 1000 1100 1200 1300 1400 1500 ta-oo 0 100 200 300 400 5c0 600 700 800 9D0 1000 1100 1200 1300 1400 1500 1600 L� X-1000 Sq.Feet Gross Leasable Area 1.,1�, X=1000 Sq.Feet Gross Leasable Area Data Points Fined C.— ""--Average Rate ; ! X Actual Data Points Fined Curve ------Average Rate > Actual Da �'i. Fitted Curve Equation:Ln(T)=0.61 Ln(X)+2.24 R2 0.56 Fitted Curve Equation:Ln(T)=0.65 Ln(X)+5.83 R2=0.79 1562 Trip Generation,9th Edition• Institute of Transportation Engineers Trip Generation,91h Edition•Institute of Transportation Engineers 1561 •;tiCi1 �C,I` Shopping Center Shopping Center (820) _ (820) Average Vehicle Trip Ends vs: 1000 Sq.Feet Gross Leasable Area Average Vehicle Trip Ends vs: 1000 Sq.Feet Gross Leasable Area On a: Weekday, On a: Saturday, Peak Hour of Adjacent Street Traffic, Peak Hour of Generator One Hour Between 4 and 6 p.m. . i; Number of Studies: 128 Number of Studies: 376 Average 1000 Sq.Feet GLA: 458 Average 1000 Sq.Feet GLA: 376 Directional Distribution: 52%entering,48%exiting Directional Distribution: 48%entering,52%exiting _ Trip Generation per 1000 Sq.Feet Gross Leasable Area j;�, Trip Generation per 1000 Sq.Feet Gross Leasable Area EE:A:v:9:r,aj,ge Rate _ Range of Rates Standard Deviation 0.68 29.27 4 Average Rate Range of Rates Standard Devia ion 4.82 1 46 - 18 32 3 10- 2.7 -- Equation E Data Plot and Equation �i Data Plot and q — s b,000.. ..... ............... 9.0 .. ............... ..... ..... r. x 00 7.000�.................. .... .'� .. ................ .. 7,000 c 6.000. ....... ..........1 I, � W x F 1 X x ! 6.0D°_i. ..... ...... x. m SACO-7 .. ....... ...... ......X........ �x .x .............. _ I m I ... X i.I S.00D .. ......... ..... x x ' X X , z f x , a x X _74� S X uc,• X x x /= a .x X X�` Y x x X x x - ..... x.. I,: 2.90U Xx (� 2.00D YXC z-% X %.. X. x x .. I x 1,000 �' X t 1,000 xx� X' x X� x kx.x..... . x I xx X I ... .... .. ... . .. :. i�,� t x D 100 200 300 400 500 600 700 Boo goo 1000 1100 1200 1300 1400 soo 1600 0 1000 2000 3000 rl,f�� •;;f X=1000 Sq.Feet Gross Leasable Area X=1000 Sq.Feet Gross Leasable Area ; v x Actual Data Points Fitted Curve —Average Rafe Actual Bab Points Fitted Curve ------Average Raw I Fitted Curve Equation: Ln(T) 0.67 Ln(X)+3.31 81 1�i Fitted Curve Equation: LnM=0.65 Ln(X)+3.78 R2=0.83 = R2=0. 11 p.i. i�i(�f III Trip Generation,gth Edition•Institute of Engineers 1565 Transportation E P Trip Generation,9th Edition•Institute of Transportation Engineers 1563 h " ! itl General Office Building General Office Building (710) (710) Average Vehicle Trip Ends vs: 1000 Sq.Feet Gross Floor Area Average Vehicle Trip Ends vs: 1000 Sq.Feet Gross Floo Area On a: Weekday On a: Weekday, A.M.Peak Hour Number of Studies: -79 Number of Studies: 218 Average 1000 Sq.Feet GFA: 197 Average 1000 Sq.Feet GFA: 222 Directional Distribution: 50%entering,50%exiting Directional Distribution: 88%entering,12%exiting Trip Generation per 1000 Sq.Feet Gross Floor Area Trip Generation per 1000 Sq.Feet Gross Floor Area Average Rate Range of Rates Standard Deviation Average Rate —_ Range of Rates Standard Deviation - I 11 03 3.58 - 28.80 6 1.56 0.60 5.98.15 1.40 Data Plot and Equation Data Plot and Equation s.000 -- - — -— 0 —--- 40 0 14.000 .. x... 3.aao 2,000 3,000 ..._.... i :1 00 N O c0,000 .. ..., ..-...... _ o. w 1 O Y e.00o v 2.000 7.000 1- m 6,000 .. .. .. .X"��. .. .. .. .. Q X 1.000 r .. ... .Yx h K .... ^ ............. K . 3.101- x xy x X x� x I z.o0o{ X X ,... X x X 0 100 200 300 400 500 Goo 700 800 900 1000 1100 1200 1300 0 1000 2000 3000 X=1000 Sq.Feet Gross Floor Area X=1000 Sq.Feet Gross Floor Area X Actual Data Points Fitted Curve --"'-Average Rate X Actual Data Points Fitted Curve ------ A-rage flare Fitted Curve Equation: Ln(T)=0.76 Ln(X)+3.68 R2=0.81 Fitted Curve Equation: Ln(T)=0.80 Ln(X).1.57 R =0.83 i Trip Generation,9th Edition•Institute of Transportation Engineers 1259 1260 Trip Generation,9th Edition•Institute of Transportation Engineers I , General Office Building ; General Office Building — --- -- (710_ ) ! (710) Average Vehicle Trip Ends vs: 1000 Sq.Feet Gross Floor Area I i Average Vehicle Trip Ends vs: 1000 Sq.Feet Gross Floor Area !' On a: Weekday, I!! On a: Saturday, P.M.Peak Hour Peak Hour of Generator Number of Studies: 236 �� Number of Studies: 11 Average 1000 Sq.Feet GFA: 215 -- — _— I Average 1000 Sq.Feet GFA: 90 Directional Distribution: 17%entering,83%exiting Directional Distribution: 54%entering,46%exiting TripGeneration per 1000 p Sq.F------------ eet Gross Floor Area ;�!; Trip Generation per 1000 Sq.Feet Gross Floor Area Average Rate Range of Rates Standard Deviation j Average Rate -- Range of Rates Standard Deviation 9 -- 1.49 0.49 - 6.39 0.43 -------- 016 - 177 Data Plot and Equation 1{ Data Plot and Equation ,i �I X 70 h; so- / ill ¢ 50 II S? X 000.j., j � � e U .. ... /.... ... ....... ...� a� s 1 �!' �f 1 ~ t ... II K �X N 1,000.! ..........k..X /.. .. .. ji x ! fj Y'C x X l � ! ii - s: 0 10o0 2000 3000 'f 10 20 30 40 50 80 70 80 90 100 110 120 130 140 150 169 170 180 190 X=1000 Sq.Feet Gross Floor Area X=1000 Sq.Feet Gross Floor Area X Actual Oats Points Fitted Curve ------Average Rate !i X Actual Data Points ------Average Rat !ti Fitted Curve Equation:T=1.12(X)+78.46 R2 c 0.82 i 1 Fitted Curve Equation:Not given R2—.... I Tr,p Generation,9th Edition 0 Institute of Transportation Engineers 1261 Trip Generation,9th Edition•Institute of Transportation ngineers 1263 5. Capacity Analysis - 2013 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nal st IDLS File:R194HDAC Intersection IRte 194/Hillside Dr/Site Dr Aoa��vlCn Ql_S__Tsaffic lurisdictinn Snuth_JA/ndso��T Date Performed 12/21/2012 Analysis Year 2013 Combined_ Analysis Time Period A.M. Peak Hour Protect Description Sullivan Place Centers East/West Street: Sullivan Ave(Route 194) North/South Street: Hillside Drive/Site Drive Intersection Orientation: East-West Study Period (hrs),,_ 0.25 'ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T --- R /olume(veh/h)_- - 52 445-- _ 33 - 33 443 24 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00---- Hourly Flow Rate, HFR 52 445 33 33 443 24 (veh/h) - Percent Heavy Vehicles 0 -- -- 0 - -- Median Type _ Undivided RT Channelized 0 0 Lanes 0 -- 1 0 0 1 0 Configuration_ LTR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 6 2 15 21 6 87 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 6 2 15 21 6 87 veh/h Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 1 0 0 1 0 Configuration L TR LTR Delay, Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR L TR LTR (veh/h) 52 33 6 17 114 C (m) (veh/h) 1105 1095 139 482 385 v/c 0.05 0.03 0.04 0,04 0.30 95%queue length 0.15 0.09 0.13 0.11 1.22 Control Delay (s/veh) 8.4 8.4 32.1 12.7 18.2 LOS A A D B C Vpproach Delay (s/veh) -- -- 17.8 18.2 pproach LOS -- I -- C C Copyright 0 2010 University of Florida,All Rights Reserved HCS+TM Version 5.6 Generated: 12/21/2012 12:28 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Knaiy�st _DLS File: R194HDPB Intersection IRte 194/Hillside Dr Date Pe-rf_ormed - 1212112012 Analysis Year 2013 Background Analysis_Time Period P.K Peak Hour Project Description Sullivan Place Centers East/West Street: Sullivan Ave(Route 19�_ - North/South Street: Hillside Drive Intersection Orientation: East-West Study Period (hrs 0.25 1ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R 'olume_Lveh/h) 95 650 573 43 Peak-Hour Factor,PHF 1.00- 1.00 1.00 ---_- _- 1.00 -- ---1.00- -__ 1.00 Hourly Flow Rate, HFR 95 650 0 0 573 43 (veh/h) -- -- - Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes - - 0 1 0 0 1 0 Configuration LT TR Upstream Signal- - 0 -- - -- - - - - 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 14 60 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 0 0 14 0 60 veh/h Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v(veh/h) 95 74 C(m) (veh/h) 974 333 v/c 0.10 0.22 95%queue length 0.32 0.84 Control Delay (s/veh) 9.1 18.9 LOS A C pproach Dela (s/veh) -- -- 18.9 pproach LOS -- -- C Copyright 9 2010 University of Florida.All Rights Reserved HCS+TM Version 5.6 Generated: 12/21/2012 12:06 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DLS File. R194HDPC Intersection Rte 194/Hillside Dr/Site Dr South Windsor CT Date Performed 1212112012 Analysis Year 2013 Combined Analysis Time Period P.M. Peak Hour Protect Description Sullivan Place Centers EastlWest Street: Sullivan Ave Route 194 North/South Street: Hillside Drive/Site Drive Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 95 643 38 38 566 43 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 95 643 38 38 566 43 veh/h Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 35 10 80 14 6 60 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 35 10 80 14 6 60 veh/h, Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 1 0 0 1 0 Configuration L TR LTR Belay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR L TR LTR (veh/h) 95 38 35 90 80 C (m) (veh/h) 979 921 66 321 189 /C 0.10 0.04 0.53 0.28 0.42 95% queue length 0.32 0.13 2.17 1.13 1.93 Control Delay (s/veh) 9.1 9.1 109.4 20.5 37.3 LOS A A F C E Approach Delay s/veh) -- -- 45.4 37.3 ii pproach LOS -- - E E Copyright©2010 University of Florida.All Rights Reserved HCS+rM Version 5.6 Generated: 12/21/2012 12:27 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DLS File. R194HDSB Intersection Rte 194IHillside Dr LS Traffic Jurisdiction South Windsor, CT Date Performed 1212112012 Analysis Year 2013 Background Analysis Time Period Saturday Peak Hour Project Description Sullivan Place Centers East/West Street: Sullivan Ave Route 194 North/South Street: Hillside Drive Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 70 673 546 26 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 70 673 0 0 546 26 veh/h Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 19 71 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 0 0 19 0 71 veh/h Percent HeavyVehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 D 0 0 0 0 Configuration LR ...- Delay, Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v(veh/h) 70 90 C (m) (veh/h) 1011 348 v/c 0.07 0.26 95%queue length 0.22 1.01 Control Delay (s/veh) 8.8 18.9 LOS A C pproach Delay (s/veh) -- -- 18.9 pproach LOS I -- I -- C Copyright 0 2010 University of Florida,All Rights Reserved HCS+rM Version 5.6 Generated: 12/21/2012 12:10 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DLS File. R194HDSC Intersection Rte 194/Hillside Dr/Site Dr Jurisdiction South Windsor, CT Date Performed 1212112012 Analysis Year 2013 Combined Analysis Time Period Saturday Peak Hour Project Description Sullivan Place Centers East/West Street: Sullivan Ave Route 194 North/South Street: Hillside Drive/Site Drive Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 70 661 56 56 534 26 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 70 661 56 56 534 26 veh/h Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal I 1 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 19 10 71 32 9 72 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 19 10 71 32 9 72 veh/h Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 1 0 0 1 0 Configuration L TR LTR Delay, Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR L TR LTR (veh/h) 70 56 19 81 113 C (m) (veh/h) 1021 893 66 311 156 lc 0.07 0.06 0.29 0.26 0.72 95%queue length 0.22 0.20 1.03 1.02 4.36 Control Delay (s/veh) 8.8 9.3 80.3 20.6 72.7 LOS A A F C F Approach Delay (s/veh) -- -- 31.9 72.7 pproach LOS -- -- D F Copyright 0 2010 University of Florida,Aft Rights Reserved HCS+TM Version 5.6 Generated: 12/21/2012 12:35 PM e b a 2 .a1 N/P N/P N/F .V/P C.t�Le'T�.�lw. 16 Noryw Fo,w�Inoo(afae f.EC y RUJrerd S XaU.Y JTP Pro�rt LIL q�PnNr� 6damd P.5®Twalae ��..N�we:a t w,w.res mw ,nv r....wrw U Y��4 C¢wnffi � Ii! I i b RMa Ina MMeL,O at4 e..!SiyM Ns IN ne.,I:m Nw el mKq � cwm .+a tuke� 0 x a0. R fe1{SULLIYAN AV6) ,•' ^'�'^ + - - .. .. ..-( .. ....._...-.. :r �.... ... .: _ _ _'a> o' 'o' ! t,o Rwta f90(SULLlVAN AVE'.) 0 —s�x — (D D !!!� � 1 a k �to•�_ sroN a eaa... se.,o. uc '�` 41" eRe�o�Nry •uc '� wu,c:,t cRse�o Fep..t+..toItie Nos .m. 1 1{{ �1 1 4 =3- o _ J e ��4noroa. m-ee5o YRLi. © moq el-cote Ale�t�MRI 't'Ypkl Rondwn hide Section 'h'Pkl Soedre➢ltfde Section Je.82 da ID!(9N�^d. Tit SY dLYf�y wu sr.amw.mJ(ar.,A+J el sa+aen+y M1 Roadway Plan OW Pirot+b fa GRECO Properties LLC Sullivon Avenue(Route 194) South Windsor, Connecticut '. DLS TRAFFIC ENGINEERING LLC tlt; N"indmr.C.we,adi,a,t0tlR93 MIUMMAN 1MY A80119 FISUM.41K nary B.Leclair,M. Lidmsed Coed S—)— GRAJ HIC SCALE 57 ACCRN DRIVE w dw w s:° MY1550R LOCKS CowxcllQR OXG6 r rw .asR er m. !n caw , (86e)W-em pi—/foe. u W PLANNING DEPARMENT IN-HOUSE REFERRAL FORM DATE: 1-2-13 TO: Matt Galligan, Fred Shaw, Michael Gantick, Rich Bond, Walter Summers,Jeff Doolittle Ray Favreau, Mark Owens, Chris Dougan, Sherry McGann, Ron Asselin, John Caldwell, Dennis Sheridan FROM: Michele Lipe, AICP, Town Planner The Planning&Engineering Departments have received plans for the following projects: Appl 13-01P, Sullivan Place Center Location: Southerly side of Sullivan Ave, across from Morgan Farms and Hillside ® Site Plan ❑ Subdivision No. Acres 17.6 Zone GC ❑ Industrial Z Commercial ❑ Residential No. Lots/Units Water: ® Public ❑ Private Well Sewerage: ® Public ❑ Septic System Site access and clearing plan have been submitted(including a traffic Project Description: study) Future Town-owned property involved? ❑ Yes ® No ❑ new street(s) ❑ new detention area ❑ new open space/recreation area ❑ active ❑passive Planning Department notes: Uses have not been determined; site plan for buildings and parking will be subject of future reviews Please comment by 1-17-13 and return to the Planning Department. Page 1 of 1 Zarambo, Lauren L. From: Bond, Richard Sent: Wednesday, January 02, 2013 1:45 PM To: Zarambo, Lauren L. Subject: RE:Sullivan Place Centers In House Referral I will need the sight plan, proposed uses and access points to Sullivan Ave and the traffic study to make comments. I realize they are all pending. Lt.Rich Bond Commander-Special Services Division South Windsor Police Services 151 Sand Hill Rd South Windsor CT 06074 860-648-6211 (office) 860-982-0351 (cell) richard.bond(cDsouthwindsor.org This message is intended only for the use of the individual or entity to which it is addressed and may contain information that is privileged,confidential,and exempt from disclosure under applicable law. If the reader of this message is not the intended recipient or the employee or agent responsible for delivering the message to the intended recipient,you are hereby notified that any dissemination,distribution or copying of this communication is strictly prohibited. If you have received this communication in error,please notify me immediately by telephone. From: Zarambo, Lauren L. Sent: Wednesday,January 02, 2013 1:40 PM To: Asselin, Ronald; Bond, Richard; Caldwell,John; Doolittle,Jeffrey; Dougan, Christopher; Favreau, Raymond; Galligan, Matthew;Gantick, Michael; McGann, Sherry; Owens, Mark; Shaw, Fred; Sheridan, Dennis; Summers, Walter Subject: Sullivan Place Centers In House Referral Please find attached In House Referral Form for Appl.13-01, Sullivan Place Centers. Please forward any comments or questions to the Planning Department. Thank you and Happy New Year! Lauren Lauren L Zarambo Planning Department Secretary - - Town of South Windsor 1540 Sullivan Avenue r South Windsor,CT o6o74 D �C 860.644•25u ext 253 1� Z/Zoe � 1/2/2013 r -ic A S S O C I A T E S Plan nIng#Engi nee ring*Design Pq3OW To: Michele R.Lipe,A.I.C.P.,Town Planner,Town of South Windsor From James G.Bubaris,P.E. ealalb Michele.Upe@southwindsororg Pagew Two Phone: 1=860-644-2511,X252 Date: January 8,2013 Re: Peer Review Proposed Sullivan Place Centers 855-869 Sullivan Avenue(CT Route 194) South Windsor, Connecticut This proposal addresses our proposed services to review the traffic engineering aspects of the proposed office/retail development with proposed access/egress on Sullivan Avenue(CT Route 194)opposite Hillside Avenue. We plan to review the traffic study and site plan, and to address town staff and ConnDOT concerns regarding traffic operations and traffic safety, by providing the following services: 1. Visit the project site to visually observe existing conditions. 2. Evaluate applicant's traffic study and site layout plan. 3. Request additional analyses and/or information from the applicant's traffic engineering consultant if deemed necessary to support applicant's proposal and/or conclusions. 4. Contact ConnDOT representatives to determine concerns and preferences for site access/egress provisions. 5. Consider any Town staff concerns. 6. Prepare a written summary of our findings and recommendations. 7. Attend one(1) meeting with Town staff and/or the applicant's traffic engineer, if necessary. 8. Attend one (1)evening meeting of the Town Planning and Zoning Commission to present our findings, if necessary. PO Box 4250 a Yalesville,CT 06492 a Telephone.(203)265-8086 9 Cell:(203)606-4742 • jimBubatis(a),hotrnail.com e _ 2 depending on the number of:hours involved,to be invoiced at the rate of$100.00 per hour. Additional services if required and authorized above and beyond the work effort defined above will be invoiced at the rate of$100.00 per hour for traffiic engineering services and $150.00 per hour for our attendance at evening meetings. ACCEPTANCE OF PROPOSAL ALL TERMS OF THIS PROPOSAL FOR TRAFFIC ENGINEERING SERVICES AS OUTLINED ABOVE WITH RESPECT TO THE PEER REVIEW OF THE TRAFFIC ENGINEERING ASPECTS OF THE PROPOSED OFFICE/RETAIL DEVELOPMENT AT 855-869 SULLIVAN AVENUE, TOWN OF SOUTH MNDSOR,CONNECTICUT, DATED JANUARY 18,2013,ARE ACCEPTED.AND APPROVED: 3 CUENT'S SIGNATUR heW Ga igan ATE Town Manager Town of south Windsor CLIENT'S PRINTED NAME AND TITLE BUBARIS TRAFFIC ASSOCIATES, INC. DATE by JAMES G. BUBARIS, P.E., PRINCIPAL PLEASE NOTE OUR NEW ADDRESS AND CONTACT INFORMATION AS NOTED AT BOTTOM OF PREVIOUS PA, Page 1 of 1 Lipe, Michele From: Jim Bubaris Dimbubaris@hotmail.coml Sent: Sunday, January 13, 2013 8:36 PM To: dlspe@aol.com Cc: Lipe, Michele; Jim Bubaris Subject: Peer Review-Sullivan Place Center, South Windsor Hi Dave: Hope all is well and Happy New Year. I'm doing a peer review of the subject project for the Town. As I understand it, the proposed site drive will be opposite Hillside creating a four-way unsignalized intersection, with a signalized intersection to the east at Geissler's and the approval to install a signal at the Dunkin'Donuts, etc. center to the west. Can you do a synchro analysis of proposed am, pm and Saturday peak analyses so we can look over the simulation to see how the operations would be with and without signalization of the Dunkin'Donuts, etc. center to the west? Are there plans by this developer to install a signal at the Dunkin'Donuts, etc. center to the west and, if so, why not connect the proposed drive to the signalized drive to the west? As you know,the Town is serious about its access management requirements and there need to be good reasons for the proposed site drive to be full access/egress when there appear to be other options. Thanks and regards, Jim James G. Bubaris, P.E. Bubaris Traffic Associates, Inc. PO Box 4250 Yalesville, CT 06492 Phone: 203-265-8086 Cell: 203-606-4742 E-Mail: Jim Bubaris@hotmail.com 1/14/2013 South • r Planning Department Memo To: Phil Tartsinis From: Michele Lipe, Town Planner Date: 1/14/13 Re: Appl #13-01 P, Sullivan Place Clearing and Access Plan Following are Planning Department review comments. Please make the necessary revisions and submit six COMPLETE sets of revised plans. Engineering comments are included. Genera Comments The plan calls for the clearing of trees along the Sullivan Ave. frontage. Is there any opportunity to save trees of significance along this area? Will there be stumping of trees? If so, how will the site be stabilized? The temporary access point shown should removed and stabilized once the permanent access point is established. The permanent access is still be reviewed by our traffic consultant and will not be approved until that review has been completed. 1540 Sullivan Avenue,South Windsor,CT 06074 PH 860-644-2511,ext.252 Fax 860-644-7280 e-mail Michele.lig_eOpsouthwindsor.org 0 Page 1 MEMORANDUM To: Michele Lipe,Town Planner From: Jeffrev-DoGlfttle.Town Engineer ;,fao Date: 1/16/13 %/ RE: Application 13-01 P—Sullivan Place Centers R031 Sullivan Ave. Engineering has reviewed the access and clearing plan received on 1/8/13 for the above site and has the following comments: 1. The Anti tracking apron shown can be a temporary apron until the main access drive is established and it should then be moved to the main entrance drive. This needs to be noted on the plans. 2. The permanent access driveway is not approved until the traffic study for the site has been reviewed and approved by Town Staff and the PZC. 3. Provide more information for the existing and proposed twin 36 inch drainage pipes. What are the TF and Inv elevations on the north side of Sullivan Avenue? What are the proposed elevations in the intermediate structure? Provide details for the proposed intermediate structure. What are the expected flows through these pipes? Who will clean out the end of the pipes and the sedimentforebay? 4. Provide elevations of the top and bottom of the proposed wall and details for this wall. Any wall over 42 inches tall may need an engineered plan and building permit. 5. There should be a guide rail and possibly a 4 foot chain link fence between the proposed driveway and wall to prevent vehicles and pedestrians from going over this wall. 6. The sanitary sewer pipes and manholes need to be removed from this plan until a complete sewer plan for the site is reviewed and approved by the WPCA. 7. It would be helpful to obtain one or more street number addresses for this site and include these on the plans. 8. A permit is needed from ConnDOT for the proposed entrance driveway, any temporary driveway and the proposed twin 36 inch storm drainage pipes. Please contact me if you have any questions. Robert J.Arsenault, P.E. RECEIVED Civil Engineering Services JAN 1 18 2013 S"WN"M TRANSMITTAL To: Michelle Lipe,Town Planner,South Windsor,Ct. From: Robert Arsenault,P.E. Date: 1/18/13 Topic: Sullivan Place Centers Michelle, At your request I am submitting 6 copies of the revised plans for the above referenced application. Please note that since the entrance drive is still under review by the State D.O.T.,I am waiting for their comments before maldng all the revisions requested by Jeff Dolittle,eg,additional drainage info and wall details. I added silt fence adjacent to the clearing limits and added a seeding schedule for any soil areas that might become disturbed as a result of the clearing. I also added a note concerning saving any large specimen trees along the frontage. T yo Bo enault 401 High Street,East Hartford Ct. 06118 Tel.&Fax(860)904-2813 Mobile(860)268-6375 TOWN OF SOUTH WINDSOR AGENDA PLANNING&ZONING COMMISSION TUESDAY,JANUARY 22,2013 REGULAR MEETING MADDEN ROOM 7:30 PM (Please call the Planning Department, 644-2511,ext. 253 if you will be absent) APPLICATIONS TO BE OFFICIALLY RECEIVED: REGULAR MEETING/MADDEN ROOM CALL TO ORDER: PUBLIC PARTICIPATION: NEW BUSINESS: Discussion/Decision/Action regarding the following: 1. Appl. 13-01P, Sullivan Place LLC request for site plan approval for a site access and clearing plan for a future project to be known as"Sullivan Place Centers", on property located on the southerly side of Sullivan Ave. (across from Morgan Farms and Hillside Drive), GC zone. 2. Preliminary discussion with Dick Mellen regarding changes to existing business, G & R Marine, located at 44 Kimberly Drive, I zone 3. Discussion regarding proposed fee increases for Planning and Zoning applications (see enclosed information) BONDS: MINUTES: 01/08/2013 OLD BUSINESS: seepage 2 OTHER BUSINESS: CORRESPONDENCE/REPORTS: ADJOURNMENT: GF NNECTICUT _` Ecr `r _ .._. . . s, DEPARTMENT OF TRANSPORTATION ,. DISTRICT I ; t 1107 Cromwell Avenue Syr oc TAPayao ReGky Hill,Conneetieut 06067 Phone: January 29, 2013 RECEIVED Sullivan Place, LLC FEB 0 4 2013 855 Sullivan Avenue South Windsor, CT 06074 S"WNW PLAWNGDEPT. Attn: Mr. Phil Tartsinis Subject: Proposed Commercial Site (Sullivan Place Centers, LLC) Sullivan Avenue (Rte. 194) Town of South Windsor Dear Mr. Tartsinis: We have reviewed your plan for the above - noted subject dated September 9, 2012 and revised to November 12, 2012 and entitled, " IMPROVEMENT LOCATION SURVEY- PREPARED FOR A.M.F PROPERTY MANAGEMENT CORP., SULLIVAN AVENUE (ROUTE 194) SOUTH WINDSOR, CONNECTICUT MAP:100 LOT:39 ZONE: GC" and have the following comment: 1. The proposed development shows an interconnection to the adjacent commercial property. Please submit the plans to the Office of State Traffic Administration (OSTA) for review and approval. A major traffic generator certificate (MTG) may be required. Should you have any questions, Ms. Kelli McKeon, Supervising District Service Agent is available to discuss them with you. She can be reached at (860) 258-4540. Very truly yours, _ a Sherri L. Ruiz-Clark Transportation Special Services Section Manager cc: South Windsor Planning and Zoning An Equal Opportunity Employer ® Printed on recycled or recovered paper RECEIVED r[o r d?t111 . A S S Q CI A T E S _. Fla on ing•Engineering*Design SWTNWIND60RPLANNINGDEPT. To: Michele R.L pe,A.I.C.,P.,Town Planner,Town of South Windsor From: James G.Bubaris,P.E. e-NWh Michele.Lipe@southwindsor.org Pages: Four(4)with Table A Phone: 1-860-644-2511,X252 Date: February 2,2013 Peer Review Proposed Sullivan Place Centers 855 869 Sullivan Avenue(CT Route 194) South Windsor, Connecticut cc: David Speer,DLS Traffic Engineering:dispe aol.com We have conducted our preliminary evaluation of the subject development proposal which includes 12,600 SF of retail space and 19,200 SF of office space on a parcel located on the south side of Sullivan Avenue opposite Hillside Drive. We understand that the proposed development will generate about 95 trips during the weekday am peak, 207 trips during the weekday pm peak, and 235 trips during the Saturday midday peak. We also understand that the development will be served by one, two-way site drive located opposite Hillside Drive and that this new four-way intersection will remain unsignalized with no Sullivan Avenue improvements(i.e., by-pass areas or turn lanes). A four-way signalized intersection currently exists about 425 feet to the east of Hillside Drive at the Geissler's Shopping Center. It is also my understanding that the subject developer proposes to signalize the four-way intersection located about 870 feet to the west of Hillside Drive serving a gas station on the north side and the retail center at 855 Sullivan Avenue on the south side of Sullivan Avenue. It has been concluded by the developer's traffic consultant that the existing signal to the east and the proposed signal to the west will provide adequate gaps in Sullivan Avenue through traffic to facilitate access to and egress from the proposed development without the need for signalization and/or geometric improvements at the subject site drive intersection. PO Box 4250•Yalesville,CT 06492 e Telephone:(203)265-8086•Cell:(203)606-4742 •,lirgBubariska?hr rnail.corr • ..................................................._.............................._................._......................_..._....................._............_...._..........................................................._ i 2 summarizing background (no-build) and combined (build)traffic operations analyses for the three aforementioned intersections. A review of Table A shows that the existing Sullivan Avenue at Hillside Drive intersection operating as an unsignalized three-way intersection provides level.of service B to C for vehicles exiting from Hillside Drive. A review of Table A also shows that if the Sullivan Avenue at Hillside Drive intersection were converted to a four-way unsignalized intersection to accommodate the subject development's site drive as the fourth leg, exiting levels of service for both Hillside Drive and the proposed site drive would experience poor levels of service F during the weekday pm and Saturday midday peak periods. Such would be a significant impact for the residents of Hillside Drive. A review of Table A also shows that signalization and improvement of the intersection to the west at 855 Sullivan Avenue would afford significant improvements in traffic operations where overall levels of service would be improved to levels A to B,whereas the side-street approaches now experience levels E and F during the weekday pm peak and Saturday midday peak. Further review of Table A shows that overall levels of service for the signalized intersection to the east at Geissler's would remain at levels A to B, which is to be expected since this intersection is currently signalized with appropriate exclusive left-turn lanes on Sullivan Avenue. However,what a review of Table A does NOT show is that the proposed Hillside Drive/ site drive intersection will experience ANY benefit in traffic operations as a result of signalizing the 855 Sullivan Avenue intersection,while a new site drive on Sullivan Avenue opposite Hillside Drive would be problematical to both Hillside Drive AND the new development. Therefore, more needs to be considered. It is our understanding that the developer of the subject development also has an interest in the abutting development at 855 Sullivan Avenue where signalization of its proposed site drive is proposed. It appears prudent that the developer make an effort to connect these two developments so that signalized accesslegress to both is possible via the new proposed signal at 855 Sullivan Avenue. Such would: • Minimize adverse impact on the residents of Hillside Drive. • Eliminate the need for another full access/egress curb-cut on Sullivan Avenue. It would be advisable to have the developer provide a right-turn in / right-turn out only drive on Sullivan Avenue since right-turn movements do not typically pose operational and safety constraints. • Maintain existing traffic operations for the intersections of(1) Sullivan Avenue at Hillside Drive and (2) Sullivan Avenue at Geissler's, while improving traffic operations at the intersection of Sullivan Avenue at 855 Sullivan Avenue and the Gas Station across the street. • Provide improved traffic operations for occupants and visitors of Sullivan Place. 3 We have been in touch with Kelly MGKeon of the Permits Sertion of onnDOT's Distri Office in Rocky Hill who has been charged with reviewing the subject Sullivan Place proposal and the developer's desire to install at traffic signal at the 855 Sullivan Avenue intersection. My understanding is that a letter will be sent to you in the very near future indicating her findings and concerns to date which we understand to be as follows: 1. Apparently there are some easement issues that need to be resolved regarding the land area required for the placement of some of the signal equipment for the new proposed traffic signal. Her understanding is that the developer's traffic consultant is working to resolve these issues with ConnDOT's Rights-of-Way staff. 2. The proposal to provide an interconnection between the existing center and the proposed development appears feasible and eliminates the need for a full access/egress drive on Sullivan Avenue. My understanding is that there would be no objection to the provision of a right-turn in/right-tum out only site drive on Sullivan Avenue for the subject Sullivan Place. 3. Connecting the two developments with common access/egress onto a state highway, irrespective of the ownership of each (common or not)would require that OSTA(the new Office of State Traffic Administration which replaces the former State Traffic Commission) review and approval be sought since the combination of the two developments would exceed at least one of the threshold parameters triggering OSTA involvement. Please let us know if you have any questions or if you require additional information. Very truly yours, Bubaris Trarf�f"c Associates t jte�- � 4 OF James G. Bubaris, P.E. Conn. Reg.No.9203 Principal ....... _....... s Table A Evaluation of Traffic Operations Levels of Service Sullivan Place Development Sullivan Avenue opposite Hillside Drive South Windsor,Connecticut Combined WITHOUT imorovemeti Combined WITH improvements Background AS IS Signal at Geisslees Only Signal at No.855 and Gelsslees AM PEAK PM PEAK SAT PEAK AM PEAK PM PEAK SAT PEAK AM PEAK PM PEAK SAT PEAK Sullivan Avenue at Gas Station/855 Sullivan Avenue Sullivan Avenue eastbound left ^^- «— LOS A LOS A LOS A --- ^«- —^ Sullivan Avenue eastbound approach — « — •-- LOS B LOS B LOS 8 Sullivan Avenue westbound left ••«- - «« LOS A LOS A LOS A -- ^-- Sullivan Avenue westbound approach --•-- « -« - • « LOS A LOS A LOS A 855 Sullivan Avenue northbound approach ^^- — LOS C LOS E LOS E LOS 8 LOS B LOS 8 Gas Station southbound approach ^-- -- ••--- LOS D LOS F LOS F LOS B LOS B LOS B Average Delay northbound approach _ 21.9 39.7 35.6 - «• «^- Average Delay southbound approach 26.6 174.5 192.5 — --- «- OVERALL Los: -. ---. •--- - .. -LOS A- -LOS B-=LOS B- OVERALL AVERAGE DELAY: - _« ...._ _ « 8.9 12.2 12.7 Sullivan Avenue at Hillside Drive/Sullivan Place Sullivan Avenue eastbound left LOS A LOS A LOS A LOS A LOS A LOS A LOS A LOS A LOS A Sullivan Avenue westbound left — ^ ^ LOS A LOS A LOS A LOS A LOS A LOS A Sullivan Avenue northbound approach — «« LOS C LOS F LOS F LOS C LOS F LOS F Hillside Drive southbound approach LOS B LOS C LOS C LOS C LOS F LOS F LOS C LOS F LOS F Average Delay northbound approach —•- •--•- --•-• 20.4 68.6 66.3 20.4 68.6 66.3 Average Delay southbound approach 14.7 18.9 18.9 21.2 56.0 72.4 21.2 56.0 72.4 Sullivan Avenue at Private Drive/Geissler's Sullivan Avenue eastbound approach •---- ---- ----- LOS B LOS 8 LOS C LOS B LOS B LOS C Sullivan Avenue westbound approach -«- «^ «« LOS A LOS A LOS A LOS A LOS A LOS A Geissler's northbound approach «-- «« -« LOS B LOS 8 LOS 8 LOS B LOS B LOS B Private Drive southbound approach «- « « LOS B LOS B LOS 8 LOS B LOS B LOS B OVERALL LDS: « -LOS A- -LOS B- LOS B- -LOS A- -LOS B- -LOS B- OVERALL AVERAGE DELAY: «-- - « 8.2 12.9 13.5 8.2 12.9 13.5 Bubaris Traffic Associates February 2,2012 Page 1 of 2 Lipe, Michele From: Amf Property Management Corp [amfmanagement@aol.com] Sent: Monday, February 04, 2013 7:36 AM To: DLSPE@aol.com; rjace52@yahoo.com Cc: Folger, Jeffrey; Lipe, Michele;yankeejag@aol.com; highlandsoils@aol.com; Doolittle, Jeffrey Subject: Re: Fwd:Traffic Review-Sullivan Place, South Windsor Good Morning I've had an opportunity to review Mr. Bubais's report& saying that I'm disappointed/not in agreement with what I'm going through with the traffic situation(26 month long proposed signal &now Sullivan Place Access)is putting it lightly. Here are the facts to date: 1).Pursuant to my numerous discussions/common sense, Installing the PROPOSED signal at 855-869 Sullivan WOULD create traffic gaps (coordinating the existing&new signals could be discussed) 2). Without a right&left turn(LE Full intersection) the project will become UNMARKETABLE ESPECIALLY to retail. 3). As previously proposed, discussed&understood at S. Windsor town hearings, a primary connection by the Rockville Bank Drive-thru could ADVERSELY impact existing traffic. 4). The previously proposed "SBR ACCESS" would impact additional wetlands, although they have been deemed by Highland Soils to be the lowest function& quality on the site. 5). A rear(secondary) interconnection could/would be feasibly,but would be just that "a secondary connection" to knowledgeable patrons. 6). After numerous discussions with DLS Consulting, It's my understanding ALL EXISTING UN-SIGNALLI.ED ACCESSES in the vicinity achieve F's on "left turns out" 7). Installing the proposed 855-869 Signal,the Hillside Drive access WOULD be aided by the gaps created by the new &existing'Giesler" signals Listed above are the facts encountered by my paid professionals & I,in regards to: 855-869 Sullivan Avenue proposed signal, "Sullivan Place LLC" Access, Sullivan Avenue traffic study, and the general traffic&accesses in this vicinity. -----Original Message----- From: DLSPE<DLSPE@aol.com> To: AMFManagement<AMFManagement@aol.com> Sent: Sun, Feb 3, 2013 3:30 pm Subject: Fwd: Traffic Review-Sullivan Place, South Windsor Phil, Here is the Bubais report. He is basically recommending connecting your two developments and allowing a right turn in right turn out only drive at Sullivan Place Centers. - Dave Attached Message From: Jim Bubaris<jimbubaris@hotmail.com> To: Michele Lipe<michele.lipe@southwindsor.org>;Jeffrey Doolittle<jeffrey.doolittle@southwindsor.org> Cc: David Spear<dlspe@aol.com>;Jim Bubaris<jimbubaris@hotmail.com> Subject: Traffic Review-Sullivan Place, South Windsor 2/4/2013 Page 1 of 2 Lipe, Michele From: Amf Property Management Corp [amfmanagement@aol.com] Sent: Monday, February 04, 2013 4:20 PM To: Lipe, Michele Cc: kelli.mckeon@ct.gov; Doolittle, Jeffrey; Folger, Jeffrey;DLSPE@aol.com Subject: Fwd: Sullivan Place Centers South Windsor, CT Attachments: Synchro1244-2.pdf Hi Michele Here's the response from DLS Traffic Consulting, I think it would be constructive to have a meeting with both traffic consultants to iron out the conflicts in the numbers,and come to an understanding on the Sullivan Place LLC access. Let me know when its convenient to meet Phil -----Original Message----- From: DLSPE<DLSPE@aol.com> To: amfmanagement<amf management@aol.com> Sent: Mon, Feb 4,2013 4:11 pm Subject: Sullivan Place Centers - South Windsor, CT. Hi Phil, As discussed, we are in receipt of the Bubaris Traffic Associates, Peer Review of the Proposed Sullivan Place Centers, South Windsor, CT, dated February 2,2013. We disagree with much of the information discussed in the Bubaris review. His assessment is not consistent with our prior discussions and with the information that we provided to him at his request. The following information was provided to Bubaris Associates in our Traffic Study and/or in response to his request and is not reasonably presented in the Bubaris review: 1. The north side of Route 194 at the site drive is 20 feet wide (12' lane + 8' shoulder) and providing an existing by-pass area at the site. Therefore, no widening is needed on Route 194 at the site. 2. DLS Traffic does not agree with the results summarized in the Bubaris review Table A. We have analyzed the three intersections using Synchro 7 software and have attached the resulting output for the un signalized site drive intersection. 3. The center column of Table A should be deleted because the 855 Sullivan Avenue signal will be completed and operational prior to Sullivan Place Centers. 4. The last column should be revised as follows for the Sullivan Avenue at Hillside Drive/Sullivan Place intersection: AM Pk PM Pk Sat Pk LOS/Delay - NB Approach C/15.6 D/29.7 D/34.7 LOS/Delay - SIB Approach C/15.9 D/26.5 D/34.8 r 2/4/2013 Page 2 of 2 5. As shown in the attached Synchro output, the SIB approach, Hillside Drive operates at LOS "D" during the p.m. and Saturday peak hours. LOS °D" is considered an acceptable level of service. 6. The Bubaris discussion of Table A is not appropriate as it is not consistent with our Synchro analysis. 7. As requested by Bubaris Associates, we ran SimTraffic, a simulation module in Synchro, to observe the simulated operation of the proposed site access. Observation of the SimTraffic module during the a.m., p.m. and Saturday peak hours showed no significant delays or queues for traffic at the Sullivan Avenue at Hillside Drive/Sullivan Place intersection. 8. The attached Synchro analysis documents that full access at the proposed site drive is - feasible and will provide acceptable traffic operations. However, if the Town of South Windsor would prefer, the site drive could be moved to approximately the center of the site frontage which would put the site drive approximately midway between Morgan Farm Drive and Hillside Drive. This would create a T-intersection with volumes similar to the Hillside Drive intersection. The resulting intersection would be expected to operate at LOS "C" during the p.m. and Saturday peak hours. Site traffic impacts at Hillside Drive would be minimal. 9. There is no current proposal to interconnect Sullivan Place Centers with 855 Sullivan Avenue. Such a connection would not eliminate the need for a full access drive onto Sullivan Avenue. Sullivan Place Centers retail tenants will require full direct access onto Sullivan Avenue. 10. In summary, our analysis supports full access at the site drive as proposed. Site generated traffic can be accommodated without significant impact to Sullivan Avenue. Hillside Drive and the site drive will have minimal queues and reasonable delays at Sullivan Avenue. Should you have any questions on the above, please email or call. Thanks, Dave David L. Spear, P.E. DLS Traffic Engineering LLC 14 Bent Road Windsor, CT 06095 Phone: 860.298.9316 Fax: 860.219.9316 E-mail: dspear@dlstraffic.com Web Site: dlstraffic.com 2/4/2013 1 +y 200 Map~ Suillvan Place Centers•2 Adjacent Signals Levels of Service cry *-23 3 *-26 `'k 63 <-02 A . 426-- T Route 4 �1' 34+ 425 " Ct3 rare PiieslTrafficwarsli2" pACOmi"Y" C:\Prog AM Combined gui Ivan Piave Centers 2 Adjacent Signals 2013 Cambined Volumes I I HCM Unsi naiized intersection Capacity Analysis 9_` Route 194& Hillside Dr 1,12512013 Lane Configurations , �{aturneveh ) 33 443 2i 6 15 2� 8 Sign Control Free Free Stop Stop Grade-' €14b 0°l� 0� 0°l0 Peaty Hour Factor 0 95 0,95 4,95 0195 1,0.95 0.95 0.95 0.95 0.95 0.95 0,95 O.95 dourly flow rate(vph) 55 468 35 36 456 25 6 1fi 22 6 92 Pedestrians Lane Nldth�� , Walking Speed(ftls) Pn�:Blockage Right turn flare(veh) Median typ8 None None Median storage ve ) s Cream signal(ft) 70 424 pX,platoon ctnti(aciced 0 89 Q.83 0.89 0.89 0:83 0.89 0.89 0.89 VC,conflicting votume 492 1238 056 488 i t61 1161 479' vC1,stage 1 conf vol vC2,stage 2 c;e3ttf vai vCu,unblocked vol 362 299 916 $23 27$ $28 828 347 tC,single'N 4A 4A T 6,6 6.2 7,1 6J 612 tC,2 stage(s IF(s) 2.2 2,2 . 3.5 4.0 3.3 &5 4.0 3.3 p0 queue free% 95 97 96 99 98 91 97 85 cM d.�000 1070 1f}57 177 253 635 236 251 6M Volume Total 658 26 6 18 120 ` Volume Left 55 35 6 0 22 Volume Right 35 25 0 16 92 cSH 1070 1057 177 539 450 Volume to Capacity 4 05 0.03 0.04 0,03 0.27 Queue Length 95th(#t) 4 3 3 3 27 Control Delay ) 1 A 0.9 26 0 11.9 15.9 Lane LCS A A D B C Approach Delay(s) 1 A 0.9 '1&6 15.9 Approach LQS C G Average Delay 2.9 Intersection Capacity Utilization 61.3% ICU Level of ice 8 Analysis Period(min) 15 Sullivan Place Centers-2 Adjacent Signals 12,00 pin 1/19/2 13 2013 Combined Volumes-AM Synchro 7 Report DLS Traffic Page 1 I Map-Sullivan Place enters.2 Adjacent Signals OLS Traffic 1 26013 Levels of service � i CY "�"E � �30 '�48 'i *'ilk '4 Eft 'I i E*577 .r;s52 " fi ... k 40 � 626a' . a 40"*3 vs 4 'i Ai i i CL OD I Sullivan Place Centers-2 Adjacent Signals C:1Progrann FileslTrafflcware1124 WMC mbS<syn PM Combined 2013 Combined Volumes I i i i I HCM Unsi nalized Intersection Capacity Analysis 9: Route 194 & Hillside;Dr 1/25/2013 Lame Configurations Volurrte{� 5 6 38 586 43 35 !@ 80 1.4 6 6t Sign Control Free Free Stop Stop Or ' O Peak Hour Fae 0.95 025 0.95 0 95 0.95 0.95 0.95 Ot 95 0,95 0 95 0.95 Q:95 Indr flow taleyph) 1(}0 67 4 40 598 45 37 11 84 15 8 63 Pedestrians Lane 1idth,jfi Walking Speed(€t!s) Perrcerit�lack Right team flare(ve) Median type t>lo8e Nana Median storage veh) tlpstrean signal{ ) $70 424 pX,platoon unblocked Ut 1 0166 0.75 0.75 0.66 0.75 0,75 0.81 vC;ctxitlicfing volume 641 717 1'662 1B18 697 1685 1615 618 vC1,stage 1 cQnf Vol vC2�staff 2 cx�nf vol vCu,unblocked vol 444 314 1158 1too 284 1189 1097 417' r E tC,single js) 4.1 4.1 7.1 6.5 6,2 7.1 6.5 61 c. tC,2 stage(s) tF(s) 22 :2 3 5 4.0 3 3 3.5 4.0 33 pO queue free% 89 95 63 92 83 83 95 8 ell capacity(veal ) 917 830 99 137 502 87 137 52f Volume Toth 817 68 7 95 4. Volume Left 1W 40 37 0 15 Volume Right, 40 45 0 84 :63 cSH 917 830 99 387 250 Volume to,Capacity 0,11 0.05 0:37 0.24 034 Queue Length 95th(ft) 9 4 37 24 36 Control Delay(s) 2117 13 61.8 17.3 26,5 Lane LOS A A F C D Approach Delay( ) 2 7 13 29.7 26:5 Approach LU D D Average Delay 5.4 Intersection Capac;Ity Utilization 857% ICU Level of Service E Analysis Period(min) 15 Sullivan Place Centers-2 Adjacent Signals 12:00 pm 111912013 2013 Combined Volumes-PM Synchro 7- Report ILLS Traffic Page 1 Map-Sullivan Place Centers-2 Adjacent Signals 1.S Traffic Levels of Service 1/2612013 .Y cis k26 0 " �3q B .. - B ' ., .. ... �, Route 194 56� � 68� ey YF CO CL W Sullivan Place Centers-2 Adjacent Signals CAProgram 1=ileslTrafftcware11244 SAT ombs.sy 2013 Combined Volumes Sal,Combined HCM Unslgnallzed Intersection Capacity Analysis + 9: Route 194& Hillside Dr. 11.2 2013 .: ` Lane Configurations 4* Volutte"� 70 56 534. 32 9 72 Sign control Fran Free Stop Strap Grade" „- ►.. { _ _ ".Oho Peak Hour Factor- 0.95 0:95 6_95 0.'95 0.95 0:95 0.95 0.95 0.95 0,95 0.95. 0.95 Hourly low rate(0) 74 59 . `562 27 34 - 9 76 20 1 75 Pedestrians Laneidth Walking Speed;(flls) P+ercertt E31 �e Right turn flare(veh) M"M type;. Ndrre." 1+1ane Median storage veh) Upstream signal(f 870 424. gy,Platoon unblocked 0.85 0.64 0.72 0.72 0.64 032 0.72 0.85 vC,"conflicting volume 589 755 9646 1580 725 1i47 1596 57 vC1,stage 1.coof Vol vcz"stage 21oonf Vol vCu,unblocked vol 425 342 1224 1132 296 1225 1154 409 tC,single(s) 4.1 4.1 7.1 6.5 6.2 7.1. 6.5 " 6.2 IC,2 stage(s) tf(s) .2 2.2 3.5 4.0 3.3 15 4.6" 3 p0 queue free% 92 93 59 92 84 75 91 86 cM capacity.(vehA) 70 791 81 126 481 '60 122 54 Volume Total $28 648 34 85 105 Volume Left 74 59 34 0 20 Volume Right" 59 27 0 76 75 cSH. 970 791 81 367 223 Volume to Capacity 0.08 0401 041 023 0.47 ` Queue Length 95th(tt) 6 6 41 22 58 Control Delay(s) t,9 1.9 77.5 17.8 34.8 Lane LOS A A F C D Approach Delay;(s) 1.9 1,9 34.7 34.8 Approach LOS _ D D w._ n_ M Average Delay 6.3 intersection Capacity Utilization 74.3% ICU Level of.Servix D Analysis Period(min) 15 Sullivan Ike Centers-2 Adjacent Signals 12,00 pm 1119/2013 2013 Combined Volumes Synchro 7- Report DLS Tra#fic Page 1 0210512013 12.13 0001 BLS TRAFFIC E G LLC PAGE 01/01 4PLf If. 5 41T A„cuss of Convenience (ACIM G€ldelines: Independently owned subordinate parcels of property which are internally connected to the parent parcel being considered for certification may be excluded from,the certification pros if it can be demonstrated that the internal connection is merely an access of convenience(Aoc). The criteria for determining whether an internal connection Is an AQC shall include,but not be Ilm Red to,the following; I Can both the parent and subordinate parcels operate independently without the internal connection? Full access driveway(s)must exist at both the subordinate and parent parcels for this criterion to be satisfied. 2. Only internal connections between adjoining properties shall be considered for classif cation as an AOC, 3. It must be demonstrated that the location of the AQG,and overall development signing and internal circulation,do not overtly promote the interaction of traffic between the parcels. 4. The interconnected properties must not have shared common ownership subsequent to July 1, 9967. 5. All local approvals on troth the parent and subordinate parcels must have taken place independently. If the above criteria are satisfied,then an Internal connection may be considered an A00. However,the final determination shalt rest with the State Traffic Commission Administrative Office. Page 1 of 3 Lipe, Michele From: Jim Bubaris flimbubaris@hotmail.com] Sent: Monday, February 18, 2013 10:51 AM To: David Spear Cc: Lipe, Michele; Doolittle, Jeffrey; Jim Bubaris; amfmanagement@aol.com Subject: RE: Sullivan Place, South Windsor Attachments:Levels of Service-Sullivan Avenue at Sullivan Place, South Windsor(02.18.13).xls Hi David: Please see the attached summary of levels of service for the Sullivan Avenue at Hillside Drive/Site Drive intersection using various traffic operations analysis models: 1. The first set of columns summarize background conditions WITHOUT the development from the HCM software contained in your study.These utilize at PHF = 1.00 and show LOS A for the inbound left into Hillside, and a LOS B to C for the outbound movements from Hillside. 2. The second set of columns, again from your study utilizing a PHF = 1.00,summarize combined conditions WITH the development, showing LOS A for the inbound lefts into both side-streets, LOS D to F for the northbound left out of the site drive, LOS B to C for the northbound through/right out of the site drive, and LOS C to F for the outbound movements from Hillside. 3. The third set of columns per the Synchro version 61 utilized to check the combined analyses (wherein I used a PHF =0.92 since that is the default value unless the counts show otherwise), again show LOS A for the inbound lefts into both side-streets, LOS E to F for the northbund left out of the site drive, LOS B to C for the northbound through/right out of the site drive, and LOS C to F for the outbound movements from Hillside. Any minor differences between these levels of service and those from your study are apparently due to the differences attributable to your using one PHF while I used another, more conservative and lower PHF. Note that up to this point,all the levels of service are consistent with what one would expect, and follow one another in progressing from No-Build to Build conditions irrespective of whether the HCM methodology is used or Synchro (which too is based on the HCM methodolgy) is used. 4. The fourth set of columns per the Synchro NEWER version 7 that you utilized to now make your case (wherein you used a PHF =0.95 although no substantiation is given that the counts actually show such a high peak hour factor), shows consistent levels of service for the inbound lefts into the side streets (i.e., LOS A), shows consistent levels of service for the northbound left out of the site drive (i.e., LOS D to F) and for the northbound lefts/throughs out of the site drive (i.e., LOS B to C), BUT now shows significantly improved levels of service for the outbound movements out of Hillside (i.e., LOS C to D), which are actually as much as two levels better than either of the two previous analyses (i.e., LOS C to F). HOW CAN THAT BE?You indicated in your last email that you contacted Trafficware (developer 2/19/2013 Page 2 of 3 of Synchro)to ask why Synchro 7 shows better levels of service for the side street than does Synchro 6, and you state that they said that Synchro 7 models the network better with several features not This may very well be, but what's being done in the newer version that such a significant improvement can now be shown at a side-street approach; one that is unsignalized and strictly depends on driver behavior?Would you kindly elaborate? Otherwise 1 think it would be a hard sell to convince anyone, particularly a layman,that in spite of what all the analyses have shown up to now,we are now to accept what version 7 shows without any plausible explanation as to why it computes such improved levels of service for the Hillside Drive outbound movements, particularly when those for the site drive approach are consistent between versions 6 and 7. Thanks, Jim James G.Bubaris, P.E. Bubaris Traffic Associates, Inc. PO Box 4250 Yalesville, CT 06492 Phone: 203-265-8086 Cell: 203-606-4742 E-Mail: JimBubaris@hotmaii.com From: DLSPE@aol.com Date:Thu, 14 Feb 2013 16:14:43-0500 Subject: Re: Sullivan Place,South Windsor To:jimbubaris@hotmaii.com CC: michele.lipe@southwindsor.org;jeffrey.doolittle@southwindsor.org; amfmanagement@aol.com Hello An Attached please find my Synchro 7 pdf file as requested. - Dave David L. Spear, P.E. DLS Traffic Engineering LLC 14 Bent Road 2/19/2013 Table B Evaluation of Traffic Operations Levels of Service Sullivan Avenue at Hillside Drive and proposed Sullivan Place Site Drive South Windsor,Connecticut BACKGROUND per HCM Analysis,US Study COMBINED per HCM Analysis.US Study COMBINED per Svnchro 6 Analysis.VITA COMBINED er Synchron I i AM PEAK MP PEAK SAT PEAK AM PEAK PM PEAK SAT PEAK AM PEAK. PM PEAK SAT PEAK AM PEAK PM PEAK SAT PEAK (PHF=1.00) (PHF=1.00) (PHF=0.92) PHF=0.95) Sullivan Avenue at Hillside Drive/Sullivan Place Sullivan Avenue eastbound left LOS A LOS A LOS A LOS A LOS A LOS A LOS A LOS A LOS A LOS A LOS A LOS A Sullivan Avenue westbound left ----- ----- --- LOS A LOS A LOS A LOS A LOS A LOS A LOS A LOS A LOS A Sullivan Place northbound left ----- ---- ----- LOS D LOS F LOS F LOS E LOS F LOS F LOS D LOS F LOS F Sullivan Place northbound through/right ----- ----- ----- LOS B LOS C LOS C LOS B LOS C LOS C LOS B LOS C LOS C Hillside Drive southbound left/through/right LOS B LOS C LOS C LOS C LOS E LOS F LOS C LOS F LOS F LOS C LOS D LOS D Bubar s Traffic Associates Fe bruary 18,2013 Page l of 2 Lipe, Michele From: Bond, Richard Sent: Monday, February 25, 2013 2:59 PM To: Lipe, Michele Subject: RE: Sullivan Place, South Windsor Michele, I did speak with Chief Reed regarding the Sullivan Place proposals. It is our view that it makes little sense to design the single entrance/exit to the new property that would start with a level of service"F for the northbound left. This is particularly hard to believe given the fact that t e sam has agreed to make improvements in the form of a traffic signal at his own expense to address the very same problem at 855 Sullivan Ave. While we understand the reasoning for the single entrance/exit, it would seem to make more sense to use both the 855 Sullivan access and the new access at Hillside Drive,while joining the two properties,to create the best traffic flow possible for all users.That said,it would be very difficult to prohibit left turns from Sullivan Place if that were the only entrance/exit to a sizable project. If the project does go before the STC,we would be curious as to their perspective. These opinions are based on a common sense approach. They are also consistent with the Town's overall access management plan. Lt.Rich Bond Commander-Special Services Division South Windsor Police Services 151 Sand Hill Rd South Windsor CT 06074 860-648-6211 (office) 860-982-0351 (cell) richard.bond(aD-southwindsor.orq This message is intended only for the use of the individual or entity to which it is addressed and may contain information that is privileged,confidential,and exempt from disclosure under applicable law. If the reader of this message is not the intended recipient or the employee or agent responsible for delivering the message to the intended recipient,you are hereby notified that any dissemination,distribution or copying of this communication is strictly prohibited. If you have received this communication in error,please notify me immediately by telephone. From:Lipe, Michele Sent: Monday, February 25, 2013 9:47 AM To: Bond, Richard Subject: FW: Sullivan Place, South Windsor Wichefe R. Lipe,AICP Town Planner Town of South Windsor 1540 Sullivan Ave. South Windsor, CT 06074 (860) 644-2511,ext. 252 From: Jim Bubaris [mailto:jimbubaris(ahotmail.com] Sent: Monday, February 25, 2013 9:29 AM To: David Spear 2/25/2013 Bubarls1fiffraffic PlannintgoEngineeri;ngo Design Tian: Michele R_Lipe,AMR,Town Planner,Town of:South'Vtl►ndsa- From Jarries G.Bubaris,P.E. emam Mkhele.Upe@southwindsa:or3 Pagew Four(4)with Table A Ohom 1-860 644 2511,X252 DMw February 25 2013 no.. Peep Reviewv Proposed surrfsran Place centev 855-869,Sullivan Avenue(CT Route 194) South Windsor,Connecticut C= David Speer,DLS Traffic Engineering:gk2g@Agl.com We have completed our evaluation of what we understand to be the latest proposal for the subject development proposal which includes 12,600 SF of retail space and 19,200 SF of office space on a.parcel located on the south side of Sullivan Avenue opposite Hillside Drive: We understand that the proposed development will generate about 95 trips during the weekday am peak, 207 trips during the weekday pm peak, and 235 trips during the Saturday midday peak. We also understand that the development will be served by one, two-way site drive located opposite Hillside Drive and that this new four-way intersection will remain unsignalized with no Sullivan Avenue improvements (i.e., by-pass areas or turn lanes). A four-way signalized intersection currently exists about 425 feet to the east of Hillside Drive at the Geissler's Shopping Center. It is also my understanding that the subject developer proposes to signalize the four-way intersection located about 870 feet to the west of Hillside Drive serving a gas station on the north side and the retail center at 855 Sullivan Avenue on the south side of'Sullivan Avenue. It has been concluded by the developer's traffic consultant that the existing signal to the east and the proposed signal to the west will provide adequate gaps in Sullivan Avenue through traffic to facilitate access to and egress from the proposed development without the need for signalization and/or geometric improvements at the subject site drive intersection: PO Box 4250:Yalesville,CT 06492 *Telephone:(203)265-8086 *Cell:(203)606-4742 TAN A Evaluation of Traffic Operations Levels of Service Sullivan Place Development Sullivan Avenue opposite Hillside Drive South Windsor,6nnecticut Combined(WWI LNrrH imwovemertts B round ifd. ASS nal.at No.ass and Gelsslers AM MtS EM PEAK SAT PEA AMP E!tSAT P SullivanAvanue at Gas,Statio 855 LU1880 Avenue Sullivan Avenue eastbound left ..... --- -... . .. Sullivan Avenue eastbound approach -» LOS a LOS a LOS B Sullivan Avenue westbound left Sullivan Avenue westbound approach »-. — . » `LDS A. LOS A Los A 855 Sullivan Avenue northbound approach »- -- LOS B LOS a LOS B Gas Station southbound approach LOS B LOS B Los B. OVERALL LOST _LOS A- -LOS B• .Loss. Sullivan Avenue at Hillside Drhro/W[Amn.Place Sullivan Avenue,eastbound left LOSA LOSA LOSA: LOS A LOS A LOSA Sullivan Avenue westbound left - • - LOS A LOS A LOSA Sullivan Place northbound left(1) LOS iS ) LOS F . ) LOS F Sullivan Place northbound through/right(1) - .: LOS B )' LOS C } Lac SULLIVAN PLACE ONE-LANE Exr r(2) y LOS C > LOS E > LOS F` Hillside Drive southbound left/through/right LOS a Los C Los C LOS C IDS O L03 0'. SullLvan Avenue at Pri a Dr e C issf r' Sullivan Avenue eastbound approach - LOS B LOS a Los C Sullivan Avenue westbound approach - LOS A LOS A LOS A Geissler's northbound approach »- LOS B LOS B LOSS Private Drive southbound approach LOS B LOS B LOS 8 OVERALL Lost •LOS A' -LOOS S- -LOSS Notes: (1)With two outbound lanes as proposed by developer. 9ulauh thrNk Aswctags (2)Wlth only one.outbound lane as will most likely be ra lufred by COMM. Fear y xe,mxs it is also our understanding that the developer.Is now NOT proposing to provide an :..&e..,sU~%h if%n 1AMWPAn-t is-development-and the development at No. 855 to the where,as indicated above, he proposes to signalize and geometrically improve e west ales drive serving THAT development irrespective of obtaining approval for implemen#ing THIS development. Finally, it is our understanding that the developer is proposing atwo-lens outbound egress at his new at drive. The Town needs to be�iutianetf thaf mound fwa-bane approad�es#o unsignal'Ized interseotians are#ypi<xlly disoouragl and usually disallowed by ConnDOT at unsignalized intersections due to the sight line restrictior:s that are usually imposed by two competing exiting vehicles as they attempt to enter the traffic stream from two adjacent lanes;which is a traffic safety dohoerr`;Therefore, ConnDOT tray allow ONLY a one large outbound approach for the proposed site dive, and such, as shown be ow, impacts fibs levels of service. Note that, at a minimum,the subject development`s proposed site access/egress delve and the impact of the subject development on Sullivan Avenue will need to be reviewed by ConnDOT's local District Office as part of an Encroach ment'Permit review and_ approval process. Additionally;the subject development MAY have to be reviewed by the Office of State Traffic Administration a well should an internal connection be provided between the .subject and the abutting development to the west.We understand that ConnDOrs;local istritt OFfice is now in the process of determining whether OSTA review and approval will be required. in working with the developer's traffic'consultant,we developed the attached Table A summarizing background (no-build) and combined(build)traffic operations analyses for the three aforementioned intersections. A review of liable A shows that the existing Sullivan Avenue at Hillside Drive intersection way intersection currently provides level of service B operating as an unsignaliaed three to C for vehicles exiting from Hillside Drive. A review of Table A also shows that if the Sullivan Avenue at Hillside Drive intersection -way uns.gnalized intersection to accommodate the e subject were convected to.a four development's site drive as the fourth leg,exiting levels of service for both Hillside Drive and the proposed site drive would experience some changes in levels of service as follows_ 1. The level of service for the Hillside Drive approach to the intersection will be changed from LOS B to LOS C during the weekday am peak, and from LOS C to LOS D during the weekday pm and Saturday midday peaks, which are considered average to fair levels of service. 2. With only a one-lane outbound approach for the proposed site drive, levels of service would be LOS C (considered average)for the weekday am peak,level of service E during.the weekday pm peak (considered fair and defined as capacity), and LOS F during the Saturday midday peak(considered poor). These levels of service are typical for site drive approaches to lousy streets such as Sullivan Avenue, and basically are to the detriment of the users of the site drive only, and not to the users of the intersection in general 3 hni ind innmanh-Mr tim nrannsed-situ drive as_or�4 m-s by the developer, levels of service, as would be expected,would be significantly unproved for those using the right lane (i.e., LOS B to LOS C), but would be fair (i.e , LOS D)to poor(i e., LOS F)for those using the left-turn only lane. Recommendations for Consideration Those exiting the site will encounter delays due to the unsignalized nature of the proposed site drive.Although a two-lane outbound approach would ease this constraint`_for those exiting right(to the east), it is unlikely that Conn?OT will allow atwo-lane outbound approach. It would be,prudent for the developer to consider an internal connection to the property to the west which,with a signal, would provide an opportunity for those exiting the site to take benefit of this signalized-site drive-as well. 2. The proposed signal at the No. 855 site drive to the west-till help to create gaps in Sullivan Avenue traffic at the proposed site drive intersection. It is recommended that full access/egress not be allowed at the subject site drive until such time as the signal to the west is installed and operational. 3. The width of Sullivan Avenue-along.the site's frontage provides about a 24-foot wide half-section in each direction which is the minimum width required for a bypass area to allow through trafficto travel around vehicles either stopped or slowing to enter.Hillside Drive or the subject site.It is highly recommended that Sullivan Avenue be widened in both directions to provide a minimum 24-foot wide half--section in each direction approaching the intersection for a full-width distance of 100 feet with additional lengths of transition areas(existing width to widened width, and then back to existing width). Please let us know if you have any questions or if you require additional information. Very truly yours, COA Bubaris Traffic Associates f James G.Bubans, P.E. , �` a szas 9. 2 %Cann Reg. No. 9203 ' a.� �f.. ..... �`� s Principal SOW N SFq` - - - ap siou� s 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 *sOR. �' TELEPHONE (860)644-2511 CERTIFIED MAIL 7011 1570 0000 6337 3550 March 1,2013 Phil Tartsinis AMF Property Management Corporation 855 Sullivan Avenue South Windsor, CT 06074 Dear Mr. Tartsinis: Re: Appl. 13-01P, Sullivan Place Centers Access Plan We are pleased to advise you that the Planning &Zoning Commission voted on February 26, 2013 to approve with modifications the above referenced application for a Site Plan of Development. This approval is for the Access Plan for Sullivan Place Centers on property located on the southerly side of Sullivan Avenue (across from Morgan Farms and Hillside Drive), GC zone, as shown on plans prepared by Gary B LeClair, LLC dated January 18, 2013 as revised. This approval is subject to the following modifications: This approval is for the access only and does not include approval for any new building. 1. Prior to commencement of any site work, a meeting must be held with Town Staff. 2. No building permit will be issued until a site plan of development has been approved by this Commission. 3. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission,dated 4. All bonds must be in one of the forms described in the enclosed Bond Policy. 5. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 9.1.3 of the Zoning Regulations. 6. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 7. This approval does not constitute approval of the sanitary sewer, which can only be granted by the Water Pollution Control Authority. 8. The building street number must be included on the final plan. 9. Pavement markings must be maintained in good condition throughout the site drives and parking areas. 10. All free standing signs and/or building signs require the issuance of a sign permit before they are erected. Page 2 11. If a State Traffic-Commission certificate is required,no building permits will be issued until he . Lrr_S-s 1 a-3 A 1 certificate has 12. Engineering comments dated January 16,2013 must be incorporated into the final plans. 13. The developer must the internal interconnection to the property to the west prior to the issuance of a certificate of occupancy. 14. The proposed signal at 855 Sullivan Ave must be installed prior to the issuance of a certificate of occupancy.. 15. The width of Sullivan Ave. along the site's frontage must be widened to provide a minimum 24- foot wide half-section in each direction approaching the intersection for a full-width distance of 100 feet with additional lengths..of transition areas. Black and white transparent mylar of Sheet# C-1 with the above modifications, together with three blueprint copies of the entire set of plans with live signatures and raised seals (including architectural elevations and landscaping plans) must be submitted to this Commission within 30 days,to be stamped and signed. The letters of approval of this Commission as well as the Inland Wetlands Agency/Conservation Commission must be reproduced on the mylar. After the mylar has 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/llz cc: Town Engineer Chief Building Official Assessor Print Map 1 J?. 0 IF Page 1 off_ Town of South Windsor t��W N��- Geographic Information System (GIS) , po y Date Printed:2/26/2013 Q tQ 4 N MAP DISCLAIMER-NOTICE OF LIABILITY Approximate Scale: 1 inch=40 feet This map is for assessment purposes only.It is not for legal E description or conveyances.All information is subject to verification by QW-7r any user.The Town of South Windsor and its mapping contractors assume no legal responsibility for the information contained herein. Feet S http://southwindsor.mapxpress.net/ags_map/Printmap.asp?extentYmin=869181.187499999... 2/26/2013 DLS Traffic Engineering LLC 14 Bent Road Windsor,Connecticut 06095 Phone: 860.298.9316 E-mail: dspear@dlstraffic.com Fax: 860.219.9316 May 11,2013 Mr.David A. Sawicki Executive Director State of Connecticut Office of the State Traffic Administration Department of Transportation 2800 Berlin Turnpike Newington,Connecticut 06131-7546 Re: Access of Convenience Classification Sullivan Place Centers 855&869 Sullivan Avenue South Windsor,Connecticut Dear Mr. Sawicki: Enclosed are copies of plans and documentation in support of an access of convenience (AOC) classification for a connecting drive between Sullivan Place Centers and 855&869 Sullivan Avenue. We are in receipt of your OAC guidelines. The proposed AOC meets all of your guidelines as will be discussed in detail below. 1. Both of the parcels operate independently without the internal connection. Full access driveways exist or are planned at both parcels. Site plans for both parcels are enclosed. The 855 & 869 Sullivan Avenue parcel has long standing full access as shown on the plan. We have recently obtained Encroachment Permit Numbers 1010752 (widening) and 101752 (S) (signalization)for 855 &869 Sullivan Avenue. The Town approval for Sullivan Place Centers access is included in Attachment 1. The approval requires construction of the signal at 855&869 Sullivan Avenue which is under way at this time under the Encroachment Permit Numbers as noted above. 2. The proposed AOC is an internal connection between adjoining properties. 3. The location of the AOC, overall development signing and internal circulation do not overly promote the interaction of traffic between the two parcels. The proposed AOC is at the back of the Sullivan Place Centers parking area and behind the back of the building at 855 & 869 Sullivan Avenue making it a secluded location that will not promote the interaction of traffic between the two parcels. 4. The interconnected properties have not shared common ownership subsequent to July 1, 1967. Attachment 2 includes a Warranty Deed for Sullivan Place LLC owner of Sullivan Place Centers and a Release of Mortgage and Warranty Deed in favor of Michael Tartsinis(Greco Properties, LLC)the owner of 855 &869 Sullivan Avenue. DLS Traffic Mr.David A. Sawicki May 11,2013 Page Two 5. All local approvals on both parcels have taken place independently. Local approvals have been obtained independently as indicated above. Sullivan Place, LLC has obtained approvals for Sullivan Place Centers and Greco Properties, LLC has obtained approvals for 855 & 869 Sullivan Avenue. As discussed above the proposed AOC between Sullivan Place Centers and 855 & 869 Sullivan Avenue meets all of the criteria for classification as an AOC. We trust that the enclosed plans and attached documents will be sufficient for you to determine that the proposed connecting drive is an access of convenience. Should you have any questions on the above or require additional information,please call and we will expedite your request. Very truly yours, DLS Traffic David L. Spear,P.E. Principal Attachments Attachments 1. Sullivanvan Place Centers Town Approval 2. Deeds 1. Sullivan Place Centers - Town Approval 2. Deeds (OW N Sf4 ale S-0� ?d&U&Ot C.7 U 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 �r�OsOR-CO TELEPHONE(860) 644-2511 October 2, 2015 Philip Tartsinis AMF Property Management Corporation 855 Sullivan Avenue South Windsor, CT 06108 Dear Mr. Tartsinis: Re: Released Letters of Credit for Appl. 13-01P, Sullivan Place Center This is to advise you that the Planning and Zoning Commission voted on September 29, 2015 to release the following bonds as follows: PROJECT BANK AMOUNT REDUCTION BALANCE Sullivan Place Centers/ Rockville $2,000 $2,000 -0- Appl. 13-01P/E&S Sullivan Place Centers/ Rockville $5,000 $5,000 -0- Appl. 13-01P/Wetland Plantings Please contact the Planning Department at 860-644-2511, Ext. 253 to arrange for the return of the above referenced Letters of Credit. Thank you. J�icleed ��c Very truly yours, Michele R!Libe Director of Planning MRL/11z Page 1 of 1 Zarambo, Lauren L. From: Folger, Jeffrey Sent: Thursday, September 17, 2015 2:53 PM To: Lipe, Michele Cc: Zarambo, Lauren L. Subject: RE: Sullivan Place Both the E&S and Wetland planting bonds can be released at the next PZC meeting. Jeff From: Lipe, Michele Sent: Tuesday, September 08, 2015 10:12 AM To: Folger, Jeffrey Cc: Zarambo, Lauren L. Subject: Sullivan Place Do you have a request for fill to release all of his bonds? We are currently holding $2,000 a and s and $5,000 wetland plantings. His Letter of credits are coming due next month. Thanks, Michele Michele R. Lipe, AICP Director of Planning Town of South Windsor South Windsor, CT 06074 (860) 644-2511, ext. 252 9/17/2015