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Home My WebLink AboutSD-18-34 - Supplemental - 0255 Kennedy Drive (11)O’BRIEN HOME FARM PUD - PHASE 1 South Burlington, VT Traffic Impact Assessment August 8, 2016 1.0 Introduction This traffic impact assessment (TIA) examines Phase 1 of the proposed O’Brien Home Farm planned unit development (the Project). Figure 1 illustrates the proposed project location and its relationship to the adjacent street network. The project itself will include a mix of 417 residential units plus a commercial component consisting of retail, office and/or lodging. Residential units are proposed in all three zones shown in Figure 1. The commercial component, however, would be limited to just Zone 2. Figure 1 - O’Brien Home Farm - Phase 1 Lamoureux & Dickinson Page 1 Consulting Engineers, Inc. Access to the Project will be provided via Eldredge St, an existing city street linking Hinesburg Road with Kennedy Drive. Eldredge St links both Hinesburg Road and Kennedy Drive, and presently serves 47 residential condominium units (“Stonington Circle”) and 70 apartment units (“Lancaster”). Two new streets, presently designated New City Roads “A” and “E”, will extend from Eldredge St easterly to connect with New City Road “B”, which will extend south from a signalized intersection with Kennedy Dr located 1,000 ft west of Kimball Ave. The resulting street network will link the existing and proposed development in this immediate area, and will provide alternate travel routes so as to minimize traffic impacts on both Hinesburg Rd and Kennedy Dr. As outlined in the following sections, this TIA concludes that future traffic congestion and safety conditions will continue to meet City and State standards, and that this Project will not create an adverse impact on those conditions. 2.0 No-Build T raffic Volumes Kennedy Dr is a city street and its functional classification is an urban minor arterial. Kennedy Dr is also part of the National Highway System. Current annual average daily traffic volumes (AADT) on Kennedy Dr equal 12,500± vehicles per day (vpd) east of Hinesburg Rd. Hinesburg Rd is a state highway (VT Route 116), and its functional classification is an urban principal arterial. Current annual average daily traffic volumes (AADT) on Hinesburg Rd equal 8,600± vehicles per day (vpd) south of Kennedy Dr. For the purpose of this traffic impact assessment (TIA), this Project is anticipated to be constructed during the 2017-2020 time period. The following analyses incorporate the standard five-year projection from completion of construction, for this Project 2025, to examine potential traffic impacts. In South Burlington, the afternoon peak hour period experiences the highest traffic volumes and is the time period during which the design hour volume (DHV) generally occurs. The DHV is the 30th highest hourly traffic volume that occurs in a given year, and is used in the design of highways and intersections to determine existing and future traffic congestion conditions. Peak hour intersection turning movement volumes were obtained from turning movement counts performed by VTrans at Kennedy Dr/Hinesburg Rd on August 4, 2015 and at Kennedy Dr/Kimball Ave on June 22 & 23, 2015. This office also performed turning movement counts at the Hinesburg Rd/Eldredge St/Hayes Ave and Kennedy Dr/Eldredge St intersections in February 2015. Copies of the latter counts are enclosed as Appendix A. DHV adjustment factors for the foregoing turning movement counts were obtained from continuous count stations (CTC) D040, located on US 7 in Colchester; D091, located on I-89 in South Burlington; and D530, located on VT 289 in Essex. This was necessary as the CTC’s closer to this Project, including D099, located on I-189 in South Burlington and D061, located on US 2 in Williston; were not operational and no data was available for the days on which the turning movement counts were performed. Lamoureux & Dickinson Page 2 Consulting Engineers, Inc. Background traffic growth factors to the year 2025 were estimated using VTrans traffic projections1. VTrans’ most recent projections are that background traffic volumes will grow by 3% from 2015 to 2020 and by 6% from 2015 to 2025. Those growth rates have been used in this TIA to include anticipated local growth. Detailed DHV calculations are enclosed as Appendix B. Figures 2 and 3 on the following pages present the projected year 2025 No-Build AM and PM peak hour volumes at the key intersections adjacent to this Project. 3.0 Project-Generated Trips The additional new trip generation of this Project was estimated using trip generation data published by the Institute of Transportation Engineers (ITE) for the proposed land-use categories. With this Project being constructed in discrete “zones” or construction phases, the trip generation has been estimated for each zone. The proposed construction phasing for this Project will start with Zone 1; followed by Zone 3. Zone 2 would be constructed last. Table 1 shows the resulting estimated average weekday vehicular trip generation. Table 1 - Project-Generated Vehicle Trips Zone Proposed Land-Use ITE Land-Use Avg. Weekday1 AM Peak Hour2 PM Peak Hour2 Enter Exit Total Enter Exit Total 1 27 single family residential units 210 257 5 15 20 20 12 32 2 300 apartment units 55,000 sf commercial/office 220 varies 1,942 1,486 3,428 30 112 142 121 22 143 151 134 285 119 32 151 64 100 164 183 132 315 3 44 condominium units 230 315 5 22 27 21 10 31 6 32 single family residential units 14 condominium residential units 210 230 305 116 421 6 2 8 18 9 27 24 11 35 24 8 32 14 4 18 38 12 50 Total 4,421 160 207 367 224 204 428 1 vehicle trip ends per day (vte/day) 2 vehicle trip ends per hour (vte/hr) 1 Continuous Traffic Counter Grouping Study and Regr ession Analysis Based on 2014 Traffic Data, Vermont Agency of Transportation, March 2015 Lamoureux & Dickinson Page 3 Consulting Engineers, Inc. Figure 2 - 2025 No-Build AM Peak Hour Volumes Hinesburg Rd Bayberry Ln 147 272 96 12 11 22 í ê î í ê î Kennedy Dr 99 ì ë 36 1 ì ë 3 Kennedy Dr610èç481èç670èç443345èç258 182 î í 71 î í 0 î í 0 324 î í 395 ë é ì ë ì ë ì ë é ì 176 293 106 0 0 173 2 167 Eldredge St New City Road "B" Kimball Ave 7 509 9 í ê î Hayes Ave 27 ì ë 26 Eldredge St4èç1 21 î í 3 ë é ì 43 522 6 Hinesburg Rd Lamoureux & Dickinson Page 4 Consulting Engineers, Inc. Figure 3 - 2025 No-Build PM Peak Hour Volumes (DHV) Hinesburg Rd Bayberry Ln 158 217 74 14 3 15 í ê î í ê î Kennedy Dr 228 ì ë 154 20 ì ë 11 Kennedy Dr568èç735697èç834622èç831378èç358 117 î í 118 14 î í 0 0 î í 0 224 î í 130 ë é ì ë ì ë ì ë é ì 170 365 69 0 11 0 0 459 16 311 Eldredge St New City Road "B" Kimball Ave 37 394 21 í ê î Hayes Ave 15 ì ë 9 Eldredge St0èç1 31 î í 1 ë é ì 31 580 7 Hinesburg Rd Lamoureux & Dickinson Page 5 Consulting Engineers, Inc. The above trips for the commercial/office space in Zone 2 was estimated using a 50/50 split of general office (#710) and medical office (#720) space. This was done to develop a trip generation estimate that could include other complementary commercial uses, e.g. small retail stores and food establishments, and provide a measure of flexibility to the commercial portion of this PUD. Substituting a 135 unit hotel (#310) for the entire 55,000 sf of commercial/office space would reduce the estimated number of daily and peak hour trips from what is shown in Table 1. For the purpose of this TIA, the above trip generation estimates have not been adjusted to reflect alternate travel modes (i.e. transit, walking and biking), internal capture of multiple destination trips or pass-by trips. Those adjustments can be incorporated into this Project’s trip generation estimates in the future as the proposed commercial uses become better defined and/or additional travel mode data becomes available. The directional patterns of the peak hour trips were estimated using South Burlington journey to work data from the 2006-2010 American Community Survey (U.S. Census Bureau). This data provides a town-by-town breakdown of where South Burlington residents travel to work (used to estimate residential trip patterns), and of where South Burlington and out-of-town residents travel from to work in South Burlington (used to estimate non- residential trip patterns). An analysis of this data indicates that the predominant travel patterns are to the north and west of this Project’s location. Almost all community facilities (schools, shopping, etc.) used by residents in this area of South Burlington are also located to the north and west of the Project. Figures 4 and 5 illustrate the resulting directional distributions of new Project-generated peak hour trips. Detailed trip generation calculations are enclosed as Appendix C. Figures 6 and 7 illustrate the resulting estimated 2025 Build morning and afternoon peak hour volumes at the key intersections adjacent to this Project. Lamoureux & Dickinson Page 6 Consulting Engineers, Inc. Figure 4 - Project-Generated AM Peak Hour Trips Hinesburg Rd Bayberry Ln 5 47 ê î Kennedy Dr ë 54 Kennedy Dr49èç4795èç954èç030èç21 4 î í 0 2 î 94 î í 41 21 î ë é ì ì ë ì ë 18 14 0 4 101 47 20 Eldredge St New City Road "B" Kimball Ave 10 î Hayes Ave ë 33 Eldredge St0èç0 í 20 ì 16 Hinesburg Rd Lamoureux & Dickinson Page 7 Consulting Engineers, Inc. Figure 5 - Project-Generated PM Peak Hour Trips Hinesburg Rd Bayberry Ln 19 59 ê î Kennedy Dr ë 59 Kennedy Dr51èç5199èç1163èç028èç33 18 î í 0 9 î 100 î í 56 23 î ë é ì ì ë ì ë 11 10 0 3 112 48 23 Eldredge St New City Road "B" Kimball Ave 38 î Hayes Ave ë 21 Eldredge St0èç0 í 20 ì 22 Hinesburg Rd Lamoureux & Dickinson Page 8 Consulting Engineers, Inc. Figure 6 - 2025 Build AM Peak Hour Volumes Hinesburg Rd Bayberry Ln 147 277 143 12 11 22 í ê î í ê î Kennedy Dr 99 ì ë 90 1 ì ë 3 Kennedy Dr659èç528èç674èç443375èç279 186 î í 71 î í 94 î í 41 345 î í 395 ë é ì ë ì ë ì ë é ì 194 307 106 101 47 193 2 167 Eldredge St New City Road "B" Kimball Ave 7 509 19 í ê î Hayes Ave 27 ì ë 59 Eldredge St4èç1 21 î í 23 ë é ì 43 522 22 Hinesburg Rd Lamoureux & Dickinson Page 9 Consulting Engineers, Inc. Figure 7 - 2025 Build PM Peak Hour Volumes (DHV) Hinesburg Rd Bayberry Ln 158 236 133 14 3 15 í ê î í ê î Kennedy Dr 228 ì ë 213 20 ì ë 11 Kennedy Dr619èç786796èç950625èç831406èç391 135 î í 118 23 î í 0 100 î í 56 247 î í 130 ë é ì ë ì ë ì ë é ì 181 375 69 0 14 112 48 482 16 311 Eldredge St New City Road "B" Kimball Ave 37 394 59 í ê î Hayes Ave 15 ì ë 30 Eldredge St0èç1 31 î í 21 ë é ì 31 580 29 Hinesburg Rd Lamoureux & Dickinson Page 10 Consulting Engineers, Inc. 4.0 Traffic Congestion Traffic congestion conditions are identified by “levels of service”, commonly referred to as “LOS”. The ranges are A to F; where A represents essentially free flow (no congestion), C represents average congestion, and F represents severe congestion. At signalized intersections, the LOS is determined by the overall delay experienced by all turning and through movements. At unsignalized intersections, the LOS is determined by the minor-street approach having the lowest LOS. The level of service criteria for intersections is shown in Table 2. Table 2 - Level of Service/Delay Criteria2 LOS Average Delay (sec/veh) LOS Average Delay (sec/veh) Signalized Unsignalized Signalized Unsignalized A B C #10 #20 #35 #10 #15 #25 D E F #55 #80 >80 #35 #50 >50 In Vermont, LOS C represents the desired design standard for roadways and signalized intersections3. At two- way stop controlled (unsignalized) intersections having greater than 100 vph approach volume on a single-lane side street approach or greater than 150 vph approach volume on a two-lane side street approach, the VTrans level of service policy establishes LOS D as the desired design standard on the minor street approach(s). There is no level of service standard for unsignalized intersections not meeting the above side street volume thresholds. Reduced levels of service are acceptable in densely settled areas where volume/capacity ratios remain below 1.0 and/or the improvements required to achieve LOS C would create adverse environmental and cultural impacts. Transportation demand management (TDM) strategies can also be used to help mitigate levels of service not meeting the foregoing standards. Section 15.12.F of the City of South Burlington’s Land Development Regulations require that signalized intersections in the vicinity of a development have an overall level of service D or better, with the through movements on the major roadways also experiencing level of service D or better at full build-out. Intersection capacity analyses were performed for the year 2025 “No-Build” and “Build” scenarios. This permits the incremental impact of this Project on future traffic congestion conditions to be determined by comparing the results of the two sets of analyses. Table 3 presents the results of those analyses. Detailed capacity analysis results for each intersection are enclosed as Appendices D-G. 2 Highway Capacity Manual, Transportation Research Board, 2010 3 Vermont Agency of Transportation Highway Design “Level of Service” Policy, May 31, 2007 Lamoureux & Dickinson Page 11 Consulting Engineers, Inc. Table 3 - Intersection Capacity Analyses Results Approach 2025 AM Peak Hour 2025 PM Peak Hour (DHV) No-Build Build No-Build Build LOS Delay V/C Max Q LOS Delay V/C Max Q LOS Delay V/C Max Q LOS Delay V/C Max Q Kennedy Drive/Hinesburg Rd Kennedy Dr EB LT Kennedy Dr EB TH Kennedy Dr EB RT Kennedy Dr WB LT Kennedy Dr WB TH Kennedy Dr WB RT Hinesburg Rd NB LT Hinesburg Rd NB TH Hinesburg Rd NB RT Hinesburg Rd SB LT Hinesburg Rd SB TH Hinesburg Rd SB RT OVERALL D C A D C A D C A D D A C 46 27 2 47 28 0 44 34 4 42 44 4 28 0.50 0.51 0.19 0.43 0.46 0.05 0.61 0.59 0.15 0.44 0.72 0.22 117' 248' 39' 102' 201' 0' 177' 260' 36' 109' 275' 45' D C A D C A D D A D D A C 47 28 2 49 30 2 46 39 4 47 45 4 30 0.50 0.56 0.20 0.46 0.52 0.11 0.65 0.69 0.16 0.60 0.73 0.22 117' 272' 39' 102' 222' 25' 200' 274' 36' 165' 282' 45' E C A D C A E E A D D A D 66 27 3 52 35 3 63 58 2 51 43 8 37 0.81 0.47 0.14 0.56 0.69 0.20 0.74 0.84 0.10 0.44 0.59 0.23 314' 236' 34' 145' 338' 45' 244' 436' 19' 101' 225' 74' E C A D D A E E A E D A D 70 29 3 52 37 5 70 60 2 70 43 8 39 0.83 0.53 0.16 0.56 0.76 0.27 0.79 0.86 0.10 0.73 0.61 0.23 314' 260' 37' 145' 396' 74' 264' 452' 19' 208' 246' 74' Kennedy Drive/New Road “B” Kennedy Dr EB TH/RT Kennedy Dr WB LT Kennedy Dr WB TH New City Road “B” NB LT New City Road “B” NB RT OVERALL A D A D A A 9 46 1 40 7 9 0.35 0.23 0.17 0.43 0.11 196' 56' 5' 109' 26' A C A D A A 10 35 5 40 6 10 0.33 0.29 0.31 0.46 0.11 192' 37' 164' 118' 26' Kennedy Drive/Kimball Ave Kennedy Dr EB LT Kennedy Dr EB TH Kennedy Dr EB RT Kennedy Dr WB LT Kennedy Dr WB TH/RT Kimball Ave NB LT/TH Kimball Ave NB RT Bayberry Ln SB LT/TH/RT OVERALL C C A D B D A C C 24 26 6 43 13 48 2 23 24 0.00 0.35 0.49 0.81 0.14 0.69 0.20 0.16 2' 146' 106' 392' 117' 199' 26' 48' B C B D B D A C C 19 30 13 44 13 51 2 23 26 0.00 0.39 0.52 0.81 0.16 0.73 0.20 0.16 1' 172' 195' 392' 125' 232' 28' 48' D C A E C D A A C 38 32 7 59 25 44 5 8 28 0.13 0.49 0.44 0.68 0.34 0.88 0.34 0.05 36' 168' 84' 188' 163' 490' 84' 21' C C B E C D A A C 35 26 13 60 26 49 5 8 29 0.13 0.55 0.48 0.69 0.38 0.91 0.34 0.05 34' 182' 161' 188' 178' 524' 90' 21' Hinesburg Rd/Eldredge St Hayes Ave EB LT/TH/RT Eldredge St WB LT/TH/RT Hinesburg Rd NB LT Hinesburg Rd SB LT D B A A 26 14 9 9 0.23 0.07 0.04 0.01 23' 5' 3' 0' D C A A 29 21 9 9 0.26 0.27 0.04 0.02 25' 28' 3' 3' C B A A 17 15 9 9 0.14 0.03 0.03 0.02 13' 3' 3' 5' C C A A 20 24 8 9 0.16 0.22 0.03 0.06 15' 20' 3' 5' The following paragraphs discuss future traffic congestion conditions and traffic control at each intersection: »Kennedy Dr & Hinesburg Rd - This intersection was improved and new traffic signals installed in 2007 as part of the Kennedy Dr reconstruction project. During the AM peak hour period, future levels of service will remain at LOS C or better for the Kennedy Dr eastbound and westbound through movements and all right- turn movements. Left-turns and Hinesburg Rd through movements will continue to experience LOS D. Existing and future levels of service drop to LOS D and E for most movements during the pm peak hour period without this Project due to generally higher traffic volumes. This causes the overall rating to drop to LOS D during the pm peak hour period. Additional traffic from this Project will cause the westbound through movement to cross the LOS C/D threshold (+2 sec/veh). The greatest PM peak hour impact will be experienced in the southbound left-turn lane, which will drop to LOS E with 19 sec/veh increased delay. Lamoureux & Dickinson Page 12 Consulting Engineers, Inc. The traffic signal at this intersection is timed to favor east-west traffic flow on Kennedy Dr, and that is reflected in the levels of service and delays. Additionally, while the use of protected left-turn and pedestrian signal phasing at the signalized intersections at this and the other signalized intersections along the Kennedy Dr corridor creates longer delays and queues, it more importantly improves traffic safety for both vehicular traffic and pedestrians. This traffic signal also currently operates in the coordinated mode with the one at Timberlane Dr to the west, but not with Kimball Ave to the east. Overall, given the urban built-up environment of the surrounding area, and the multiple through and turning lanes that already exist, this intersection’s existing geometry cannot easily be further improved. Thus, it is our opinion that the LOS D overall rating during the PM peak hour period at this intersection qualifies for reduced LOS criteria as outlined in VTrans’ level of service policy. »Hinesburg Rd & Eldredge Rd/Hayes Ave - This intersection was improved with northbound and southbound left-turn lanes on Hinesburg Rd in the early 2000's as part of the construction of Eldredge Rd and the existing O’Brien Home Farm development. It will continue to operate at acceptable levels of service under two-way stop control with the addition of this Project. »Kennedy Dr & Eldredge Rd - This right-turn only intersection will see little additional traffic from this Project; largely due to the new Kennedy Dr/New City Road “B” intersection proposed to the east. We observed several left-turn movements entering and exiting Eldredge Rd at this location during the traffic counts for this TIA. It is anticipated that the New City Road “B” intersection on Kennedy Dr will intercept and provide a better route for westbound left-turns on Kennedy Dr desiring to enter the O’Brien Home Farm development. »Kennedy Dr & New City Road “B” - This new intersection is proposed to be constructed concurrently with construction of Zone 2, and will be signalized as part of its initial construction. For the purpose of the this TIA, it has been anticipated that the new traffic signal will operate in the coordinated mode with the Kimball Ave signal. A new exclusive left-turn lane will be needed in the westbound direction to separate left-turning traffic entering this Project from through traffic. A concept sketch showing the new westbound left-turn lane is enclosed as Appendix G. This intersection’s proposed location exceeds the maximum requirements of Section 15.12.F - Table 15-2 of the City’s Land Development Regulations with regard to separation from other nearby signalized intersections. This Project also satisfies the overall intersection LOS D requirement at this location. Additionally, LOS D is being maintained in all major street through lanes at this and the other major signalized intersections examined in this TIA. »Kennedy Dr & Kimball Ave/Bayberry Ln - This intersection was also improved and new traffic signals installed in 2007 as part of the Kennedy Dr reconstruction project. It will continue to operate at acceptable levels of service with minimal impacts from this Project. Lamoureux & Dickinson Page 13 Consulting Engineers, Inc. With Zone 2 being the last phase to be constructed, New City Roads “A”and “E” in Zone 3 will only connect to Eldredge St until such time as New City Road “B” is completed. This necessitated performing additional capacity analyses to determine the temporary impact of the proposed development in Zones 1 and 3 on the Kennedy Drive/Hinesburg Rd and the Hinesburg Rd/Eldredge St intersections until such time as the New City Road “B” is completed. The results of those analyses are shown in Table 4. Table 4 - Partial-Build Intersection Capacity Analyses Results Approach 2025 AM Peak Hour 2025 PM Peak Hour LOS Delay V/C Max Q LOS Delay V/C Max Q Kennedy Drive/Hinesburg Rd Kennedy Dr EB LT Kennedy Dr EB TH Kennedy Dr EB RT Kennedy Dr WB LT Kennedy Dr WB TH Kennedy Dr WB RT Hinesburg Rd NB LT Hinesburg Rd NB TH Hinesburg Rd NB RT Hinesburg Rd SB LT Hinesburg Rd SB TH Hinesburg Rd SB RT OVERALL D C A D C A D C A D D A C 46 29 2 51 29 0 46 34 4 42 45 4 30 0.50 0.57 0.21 0.51 0.48 0.05 0.66 0.61 0.15 0.44 0.73 0.22 117' 248' 40' 126' 201' 0' 213' 279' 36' 109' 282' 45' E C A D C A E E A D D A D 66 27 3 54 35 3 68 60 2 51 45 8 38 0.81 0.48 0.16 0.61 0.70 0.20 0.78 0.86 0.10 0.44 0.65 0.23 314' 236' 38' 170' 338' 45' 268' 456' 19' 101' 247' 74' Hinesburg Rd/Eldredge St Hayes Ave EB LT/TH/RT Eldredge St WB LT/TH/RT Hinesburg Rd NB LT Hinesburg Rd SB LT D C A A 30 16 9 9 0.27 0.20 0.04 0.02 28' 18' 3' 3' C C A A 21 16 8 9 0.17 0.12 0.03 0.09 15' 10' 3' 8' The results of the above analyses indicate that the new peak hour traffic generated by Zones 1 and 3 will not create adverse traffic congestion conditions prior to New City Road “B” being constructed in Zone 2. 5.0 Multi-Modal Facilities Sidewalks are provided on the west side of Hinesburg Rd south of Kennedy Dr to south of Hayes Ave. Kennedy Dr has a shared-use path on its north side and a sidewalk on its south side. Existing traffic signals at the Kennedy Dr/Hinesburg Rd and Kennedy Dr/Kimball Ave intersections have pedestrian signals and marked crosswalks. Eldredge St presently has a shared-use path along one side of its entire length between Hinesburg Rd and Kennedy Dr. New sidewalks will also be provided within this Project; generally on one side of the new streets in Zones 1 and 3, and on both sides in the more densely developed Zone 2. New City Road “A” will also have a shared-use path on its north side. Safe conditions for pedestrians crossing Kennedy Drive at the New City Road “B” intersection will be provided by installing pedestrian signals and a marked crosswalk at that intersection. An additional marked crosswalk will also be installed at the Hinesburg Rd/Eldredge St intersection crossing Hinesburg Rd on the north side of the Lamoureux & Dickinson Page 14 Consulting Engineers, Inc. intersection. A pedestrian activated rectangular rapid flashing beacon (RRFB) will be provided at this crosswalk in order to improve crossing safety. CCTA’s U-Mall/Airport bus route also provides local transit service at ½ hour headways along Kennedy Dr. This route also travels Hinesburg Rd south to Country Park during peak periods. There are existing bus stops located on Kennedy Dr at Windridge Condominiums between Eldredge St and New City Road “B” and on Hinesburg Rd at Country Park. 6.0 Safety The posted speed limit on Kennedy Dr is 40 mph. Kennedy Dr is a four-lane undivided highway with exclusive turn lanes at its intersections. The posted speed limit on Hinesburg Rd between Kennedy Dr and the I-89 overpass is 35 mph. Hinesburg Rd is a two-lane road, and also has exclusive turn lanes at its intersections in the vicinity of this Project. The VTrans 2010-2014 High Crash Location Report identifies a 0.3 mile long section of Kennedy Dr from mile marker (mm) 0.50 - mm 0.80 as being a high crash segment with an actual/critical crash ratio of 1.256. This segment straddles Kennedy Dr/Timber Lane and Kennedy Dr/Hinesburg Rd intersections, which are located at mm 0.58 and mm 0.69, respectively. Neither of those intersections are high crash intersections, however. A total of 53 crashes occurred during the 2010-2014 five-year period on this segment of Kennedy Drive; of which 15 occurred at Timber Lane (mm 0.56 - mm 0.60) and 27 occurred at Hinesburg Rd (mm 0.67 - mm 0.71). Subtracting those intersection crashes would result in this segment not being a high crash location. Over one- half of the 53 crashes (29) were rear-end collisions, and there were only six injuries in five of the 53 crashes. Safe traffic conditions on Eldredge St and New City Roads “A” and “B” within the Project will be provided by designing those roads and their intersections in accordance with accepted standards, and by providing adequate sight distances, street lighting and proper traffic control devices (pavement markings & signs). In examining the proposed new street layout, we recommend that all-way stop control be used at the New City Road “A” and “B” intersection until such time New City Road “A” is extended to Old Farm Rd. Additionally, we recommend that the southbound approach of Eldredge St at its intersection with New City Road “A” be stop-controlled. 7.0 Transportation Impact Fees Based on the estimated 425 pm peak hour trips, this Project will contribute $425,000± to the City of South Burlington in traffic impact fees. Those fees will be used to construct designated highway and intersection improvements throughout the City (as identified in the City Impact Fee Ordinance). One of the improvements listed in that Ordinance is a new connection linking Tilley Drive and Community Drive to the southeast of this Lamoureux & Dickinson Page 15 Consulting Engineers, Inc. Project. The cost of this new connection was estimated to be $500,0004, towards which this project will contribute approximately 80%. The City’s proposed new connection linking Tilley and Community Drives will significantly alter existing traffic patterns in the vicinity of this Project. It will divert existing traffic presently using Old Farm Rd as a short-cut between Hinesburg Rd and Kennedy Dr/Kimball Ave, together with other traffic traveling between Hinesburg Rd south and Kennedy Dr/Kimball Ave east. The resulting new traffic patterns can be reasonably expected to improve future traffic congestion conditions and levels of service at the intersections examined in this TIA. 8.0 Conclusions From the foregoing analyses, we conclude that this Project will not adversely impact existing or future traffic congestion conditions. We also conclude that adequate traffic safety presently exists on the adjacent streets to this Project, and that this Project will not create unsafe conditions on those streets. Lastly, we conclude that this Project incorporates transportation demand strategies, and will provide safe access and connections to adjacent lands and facilities and to existing and planned pedestrian, bicycle and transit networks and services. 4 City of South Burlington 2007 Impact Fee Analysis Reports - Fire Protection, Roads & Recreation, Michael J. Munson, Ph.D., FAICP, October 12, 2007 Lamoureux & Dickinson Page 16 Consulting Engineers, Inc. APPENDIX A Lamoureux & Dickinson Turning Movement Counts Location: Hinesburg/Hayes/Eldridge Tc' . , ity: South Burlington By. ill Horton Weather: cold Lamoureux Et Dickinson 14 Morse Drive Essex, VT 05452 Consulting Engineers, Inc. File Name : 2014-02-04 AM Site Code : 14145 Start Date : 2/4/2015 Page No :2 Hinesburg Rd Eldridge St Hinesburg Rd Hayes Ave Southbound Westbound Northbound Eastbound Start Time Left Thru Right - Peds I ApP,T W Left Thru Right Peds App,T., Left Thru Right Peds Arr.T.tal Left Thru Right Peds API T-. . _ _'V"' r ry n t .vv not w vv.w not - rcan t vt t Peak Hour for Entire Intersection Beoins at 07.45 Ann :-otal 07:45 AM 1 140 2 0 143 0 1 10 0 11 19 128 4 0 151 8 1 4 0 13 318 08:00 AM 2 140 3 0 145 2 0 7 0 9 12 121 2 0 135 4 2 10 0 16 305 08:15 AM 2 114 1 0 117 1 0 6 0 7 6 132 0 0 138 7 1 2 0 10 272 08:30 AM 4 108 1 0 113 0 0 3 0 3 6 154 0 0 160 8 0 5 0 13 289 Total volume 9 502 7 0 518 3 1 26 0 30 43 535 6 0 584 27 4 21 0 52 1184 % App. Total 1.7 96.9 1.4 0 1 10 3.3 86.7 0 7.4 91.6 1 0 51.9 7.7 40.4 0 PHF .563 .896 .583 .000 .893 f .375 .250 .650 .000 .682 .566 .869 .375 .000 .913 .844 .500 .525 .000 .813 .931 Cars & Lt. Trucks %Gaze & Lt. Trucks 100 98.8 85.7 07986 66.7 100 96.2 0 93.3 100 98.9 83.3 0 98.8 100 100 100 0 100 98.6 Trucks & Buses 0 6 1 1 0 1 0 2 I 0 6 1 0 7 0 0 0 0 0 16 % Trucks & Buses 0 1.2 14.3 33.3 0 3.8 0 6.7 0 1.1 16.7 0 1.2 0 0 0 0 0 1.4 Hinesburg Rd Out In Total 581L7[21 75886 1 7 j Right Thru Left Peds ~J ( 1 i i 1 Peak Hour Data Y40 r-O p — NO NUJ N T .Z7 _p v o v North - w > NON NEra =—� t- Peak Hour Begins at 07:45 AM fS 2 O j _ N NON L Cars & Lt. Trucks (fa O r Trucks & Buses I ... O 0 0 0 y W N �O N My i L Left Thru Righti Peds 43 529 5 0 I 0 6 1 0 43 535 61 0 i 519 577 1096 7 7 14 1 526 5841 1110 Out in Total Location: Hinesburg/Hayes/Eldridge Tc' 'City: South Burlington By. mill Horton Weather: cold Lamoureux Et Dickinson 14 Morse Drive Essex, VT 05452 Consulting Engineers, Inc. rrnune Printad. Cart P. t t Trurtre . Trnr4c R. Rnana File Name : 2014-02-04 AM Site Code : 14145 Start Date : 2/4/2015 Page No : 1 Hinesburg Rd Eldridge St Hinesburg Rd Hayes Ave Southbound Westbound Northbound Eastbound Start Time Left Thru Ri ht g Peds "pp'T°" Left Thru Ri ht g Peds A TW,i pw Left Thru Right 9 Peds app. roczi Left ThfU Right Peds qpp, Tatai -!.Total 07:00 AM 0 85 1 0 86 2 0 2 0 4 1 80 0 0 81 6 2 2 0 10 181 07:15 AM 0 83 4 0 87 0 0 3 0 3 5 80 0 0 85 6 1 5 0 12 187 07:30 AM 1 79 3 0 83 0 1 7 0 8 6 104 1 0 111 12 1 5 0 18 220 07:45 AM 1 140 2 0 1431 0 1 10 0 11 1 19 128 4 0 151 8 1 4 0 13 318 Total 2 387 10 0 3991 2 2 22 0 261 31 392 5 0 428 32 5 16 0 531 906 08:00 AM 2 140 3 0 145 2 0 7 0 9 12 121 2 0 135 4 2 10 0 16 305 08:15 AM 2 114 1 0 117 1 0 6 0 7 6 132 0 0 138 7 1 2 0 10 272 08:30 AM 4 108 1 0 113 0 0 3 0 3 6 154 0 0 160 8 0 5 0 13 289 08:45 AM 0 97 1 0 98 0 1 3 0 4 7 127 0 0 134 3 0 2 0 5 241 Total 8 459 6 0 473 3 1 19 0 23 31 534 2 0 567 22 3 19 0 44 1107 Grand Total 10 846 16 0 872 5 3 41 0 49 62 926 7 0 995 54 8 35 0 97 2013 Apprch % 1.1 97 1.8 0 10.2 6.1 83.7 0 6.2 93.1 0.7 0 55.7 8.2 36.1 0 Total % 0.5 42 0.8 0 43.3 0.2 0.1 2 0 2.4 3.1 46 0.3 0 49.4 2.7 0.4 1.7 0 4.8 Cars & Lt. Trucks 10 837 14 0 861 4 3 40 0 47 61 917 6 0 984 54 8 35 0 97 1989 % Car, & Ll. Tmoke 100 98.9 87.5 0 98.7 80 100 97.6 0 95.9 98.4 99 85.7 0 98.9 100 100 100 0 100 98.8 Trucks & Buses 0 9 2 0 11 1 0 1 0 2 1 9 1 0 11 0 0 0 0 0 24 %Truck, a Buses 0 1.1 12.5 0 1.3 20 0 2.4 0 4.1 1.6 1 14.3 0 1.1 0 0 0 0 0 1.2 Location: Hinesburg/Hayes/Eldridge Te.,ity: South Burlington By. mill Horton Weather: cold Lamoureux & Dickinson 14 Morse Drive Essex, VT 05452 Consulting Engineers, Inc. File Name : 2014-02-04 PM Site Code : 14145 Start Date : 2/4/2015 Page No :2 Hinesburg Rd Eldridge St Hinesburg Rd Hayes Ave Souhbound Westbound Northbound Eastbound Start Time Left Thru Right Peds pPP, Ta a, Left Thru FRIght Peds ppp, To al Left Thru Right Peds per. Toat Left Thru Right Peds I ppP, To a, r can r wut M110 Y* * r I vr71 v t.uu I-1Y/ lv u.7:9.7 1 -17 - rCdK l "'1 l Peak Hour for Entire Intersection Beains at 04-45 PM 04:45 PM 2 107 9 0 118 0 0 4 0 4 7 123 3 0 133 5 0 3 0 8 263 05:00 PM 5 82 8 0 95 0 1 2 0 3 4 154 2 0 160 5 0 12 0 17 275 05:15 PM 7 112 8 0 127 0 0 1 0 1 11 116 2 0 129 3 0 9 0 12 269 05:30 PM 7 120 12 0 139 1 0 2 0 3 9 104 0 0 113 2 0 7 0 9 264 Total volume 21 421 37 0 479 1 1 9 0 11 31 497 7 0 535 15 0 31 0 46 1071 % App. Total 4.4 87.9 7.7 0 1 9.1 9.1 81.8 0 5.8 92.9 1.3 0 32.6 0 67.4 0 PHF .750 .877 .771 .000 .862 .250 .250 .563 .000 .688 1 .705 .807 .583 .000 .836 .750 .000 .646 .000 .676 .974 Cars Cars & Lt. Trucks Trucks 100 99.3 100 0 99.4 100 100 100 0 100 100 99.4 100 0 99.4 100 0 100 0 100 99.4 Buses 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % Buses 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Trucks 0 3 0 0 3 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 6 % Trucks 0 0.7 0 0 0.6 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 0 0 0.6 Hinesburg Rd Out In Total 476 994 0 0 1521 479 1000 i i I Right Thru Left Peds j L+ Peak Hour Data i W�00� t200 V j0 ♦ ,i7 0 0 D N N S 0000 North woom > o o s—► our Begins at 04:45 PMrr c N ~ _ o o - M M Lt. Trucks ETks1 ' m j "00 O 0000y CD oµ o- N0000 cw000rr''o°� +i T r i Left Thru Right Peds 450 532 982 i 0 0 0 3 3 6 453 535 988 Out In Total Hinesbura Rd 37 418 21 0 0 0 D 0 0 3 0 0 37 421 21 0 31 494 7 0 0 0 0 0 0 3 0 0 31 497 7 0 Location: Hinesburg/Hayes/Eldridge Tr' ity: South Burlington By. mill Horton Weather: cold Lamoureux Ft Dickinson 14 Morse Drive Essex, VT 05452 Consulting Engineers, Inc. Grnnne. Printad. Care. R i t Trnrlrc . Rncac - Trnrka File Name : 2014-02-04 PM Site Code : 14145 Start Date : 2/4/2015 Page No : 1 Hinesburg Rd Eldridge St Hinesburg Rd Hayes Ave Southbound Westbound Northbound Eastbound Start Time Left ThrU Right I Peds I Am. Tut„ Left ThrU Right I Peds I APP.Tat,l Left Thru Right Peds 4p, Total Left ThrU Right Peds APP. Ta,t int. 7ota1 04:00 PM 3 83 6 0 92 0 0 1 0 1 9 109 1 0 119 2 0 5 0 7 219 04:15 PM 4 77 6 0 87 0 1 2 0 3 5 105 0 0 110 3 0 6 0 9 209 04:30 PM 3 89 6 0 98 0 0 0 0 0 10 146 1 0 157 3 0 4 0 7 262 04:45 PM 2 107 9 0 118 0 0 4 0 4 7 123 3 0 133 5 0 3 0 8 263 Total 12 356 27 0 395 0 1 7 0 8 31 483 5 0 519 13 0 18 0 31 953 05:00 PM 5 82 8 0 95 0 1 2 0 05:15 PM 7 112 8 0 127 0 0 1 0 05:30 PM 7 120 12 0 139 1 0 2 0 05:45 PM 7 88 12 0 107 0 0 2 0 Total 26 402 40 0 468 1 1 7 0 3 4 154 2 0 160 5 0 12 0 17 275 1 11 116 2 0 129 3 0 9 0 12 269 3 9 104 0 0 113 2 0 7 0 9 264 2 4 78 1 0 83 3 0 4 0 7 199 452 5 0 485 Grand Total 38 758 67 0 863 1 2 14 0 17 59 935 10 0 1004 26 0 50 0 76 1960 Apprch % 4.4 87.8 7.8 0 5.9 11.8 82.4 0 5.9 93.1 1 0 34.2 0 65.8 0 Total % 1.9 38.7 3.4 0 44 0.1 0.1 0.7 0 0.9 3 47.7 0.5 0 51.2 1.3 0 2.6 0 3.9 Cars & Lt. Trucks 38 755 67 0 860 1 2 14 0 17 59 927 10 0 996 25 0 50 0 75 1948 %Cats a U. Trmka 100 99.6 100 0 99.7 100 100 100 0 100 100 99.1 100 0 99.2 96.2 0 100 0 98.7 99.4 Buses 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 0 0 0 1 2 % Buses 1 0 0 0 0 01 0 0 0 0 01 0 0.1 0 0 0.1 3.8 0 0 0 1.31 0.1 Trucks 0 3 0 0 3 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 10 % Trucks 0 0.4 0 0 0.3 0 0 0 0 0 0 0.7 0 0 0.7 0 0 0 0 0 0.5 Location: Kennedy & Eldridge To• ---/City: South Burlington B` Lihic Weather: cold Lamoureux Et Dickinson 14 Morse Drive Essex, VT 05452 Consulting Engineers, Inc. Grnunct Printarl. Care R I f Truckc - Trneka X Rncnc File Name : 2015-02-11 PM Site Code : 14145 Start Date : 2/10/2015 Page No : 1 Kennedy Drive Eldridge St Kennedy Drive Southbound Westbound Northbound Eastbound Start Left Thru Right Peds App•TuW Left Thru Right I Peds I pPo.Tam Left Thru Right Peds App. Total Left Thru Right I Peds I pp,•Ta,, Int. Total 04:00 PM 0 0 0 0 0 1 168 0 0 169 0 0 0 0 0 0 147 1 0 148 317 04:15 PM 0 0 0 0 0 0 171 0 0 171 0 0 1 0 1 0 163 1 0 164 336 04:30 PM 0 0 0 0 0 0 188 0 0 188 0 0 2 0 2 0 193 1 0 194 384 04:45 PM 1 0 0 0 0 01 2 196 0 0 1981 0 0 2 0 21 0 151 6 0 157 357 Total 1 0 0 0 0 01 3 723 0 0 7261 0 0 5 0 51 0 654 9 0 6631 1394 05:00 PM 0 0 0 0 0 1 205 0 0 206 0 0 1 0 1 0 165 5 0 170 377 05:15 PM 0 0 0 0 0 0 198 0 0 198 1 0 4 0 5 0 159 1 0 160 363 05:30 PM 0 0 0 0 0 0 160 0 0 160 1 0 2 0 3 0 135 2 0 137 300 05:45 PM 0 0 0 0 0 0 163 0 0 163 0 0 2 0 2 0 125 6 0 131 296 Total 0 0 0 0 0 1 726 0 0 727 2 0 9 0 11 0 584 14 0 598 1336 Grand Total 0 0 0 0 0 4 1449 0 0 1453 2 0 14 0 16 0 1238 23 0 1261 2730 Apprch % 0 0 0 0 0.3 99.7 0 0 12.5 0 87.5 0 0 98.2 1.8 0 Total % 0 0 0 0 0 0.1 53.1 0 0 53.2 0.1 0 0.5 0 0.6 0 45.3 0.8 0 46.2 Cars & Lt. Trucks 0 0 0 0 0 4 1439 0 0 1443 2 0 14 0 16 0 1221 22 0 1243 2702 %Cus Blt. Trucks 0 0 0 0 0 100 99.3 0 0 99.3 100 0 100 0 100 0 98.6 95.7 0 98.6 99 Trucks & Buses 0 0 0 0 0 0 10 0 0 10 0 0 0 0 0 0 17 1 0 18 28 %Trucks & Buses 0 0 0 0 0 0 0.7 0 0 0.7 0 0 0 0 0 0 1.4 4.3 0 1.4 1 Location: Kennedy & Eldridge Tq-"City: South Burlington By Lihic Weather: cold Lamoureux Et Dickinson 14 Morse Drive Essex, VT 05452 Consulting Engineers, Inc. File Name : 2015-02-11 PM Site Code : 14145 Start Date : 2/10/2015 Page No :2 Kennedy Drive Eldridge St Kennedy Drive Southbound Westbound Northbound Eastbound Start Time Left Thru Right Pads App.Tot.] Left Thru Right Pads I App.Tot. Left Thru Right Pads I App.Toht Left Thru Right Peds I App.Taei reaK rtour Anaiysis r-rom u4:uu rm to uo:45 rm - reaK l Or 9 Peak Hour for Entire Intersection Beoins at 04:30 PM .. Total 04:30 PM 0 0 0 0 0 0 188 0 0 188 0 0 2 0 2 0 193 1 0 194 384 04:45 PM 0 0 0 0 0 2 196 0 0 198 0 0 2 0 2 0 151 6 0 157 357 05:00 PM 0 0 0 0 0 1 205 0 0 206 0 0 1 0 1 0 165 5 0 170 377 05:15 PM 0 0 0 0 0 0 198 0 0 198 1 0 4 0 5 0 159 1 0 160 363 Total volume 0 0 0 0 0 3 787 0 0 790 1 0 9 0 10 0 668 13 0 681 1481 % App. Total 0 0 0 0 0.4 99.6 0 0 10 0 90 0 0 98.1 1.9 0 PHF .000 .000 .000 .000 .000 .375 .960 .000 .000 .959 .250 .000 .563 .000 .500 1 .000 .865 .542 .000 .878 .964 Cars & Lt. Trucks %Can&u.Tr.ks 0 0 0 0 0 100 99.4 0 0 99.4 100 0 100 0 100 0 99.1 92.3 0 99.0 99.2 Trucks & Buses 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 6 1 0 7 12 %Trucks & Buses 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 0 0 0 0.9 7.7 0 1.0 0.8 Out In Total 0 F10000 0 01 1 0 � 0 0 0 0 0 0 0 0 01 01 Ol 0 Right Thru Left Pads L+ i i i Peak Hour Data O�T`r ~� g J T � ^�000 O � n NED00 m o h� North Peak Hour Begins at 04:30 PM c � N vim» �rn a r„ Cars & Lt. Trucks r = o o, o M N W 0n n v Trucks & Buses w o w v N m d TT �0 e o00 i 4� T r Left Thru Right _Pads 1 0 9 0 0 0 0 0 11 01 9 0 i E 10 25 0 1 11610 26 Out In Total Location: Kennedy Dr & Eldredge St T.A ." 'City: So. Burlington B; X. Lihic Weather: cloudy Lamoureux &t Dickinson 14 Morse Drive Essex, VT 05452 Consulting Engineers, Inc. Grnuns PrintEart. Cara R. 1 t Tracks _ Truekc R Rttana File Name : 2015-02-12 AM Site Code : 14145 Start Date : 2/12/2015 Page No : 1 Kennedy Dr Eldredge St Kennedy Dr Southbound Westbound Northbound Eastbound $tart Left Thru Right Pods app•Total Left Thru Right I Pods I aRa. Total Left Thru Right Pods App. resat left Thru Right Pads app. rorai Int. rotat 07:00 AM 0 0 0 0 0 0 64 0 0 64 3 0 2 0 5 0 98 0 0 98 167 07:15 AM 0 0 0 0 0 0 105 0 0 105 0 0 2 0 2 0 148 0 0 148 255 07:30 AM 0 0 0 0 0 0 148 0 0 148 0 0 6 0 6 0 141 0 4 145 299 07:45 AM 1 0 0 0 0 01 0 167 0 0 167 0 0 5 0 5 0 210 0 0 210 382 Total 1 0 0 0 0 01 0 484 0 0 484 3 0 15 0 18 0 597 0 4 601 1 1103 08:00 AM 0 0 0 0 08:15 AM 0 0 0 0 08:30 AM 0 0 0 0 08:45 AM 0 0 0 0 0 0 139 0 0 139 2 0 5 0 0 0 125 0 0 125 1 0 1 0 0 0 136 0 0 136 0 0 0 0 0 0 114 0 0 114 1 0 7 0 0 0 514 0 0 514 4 0 13 0 7 0 168 1 0 169 315 2 0 147 0 0 147 274 0 0 157 1 0 158 294 8 0 131 0 0 131 253 17 0 603 2 0 605 1136 Grand Total 0 0 0 0 0 0 998 0 0 998 7 0 28 0 35 0 1200 2 4 1206 2239 Apprch % 0 0 0 0 0 100 0 0 20 0 80 0 0 99.5 0.2 0.3 Total % 0 0 0 0 0 0 44.6 0 0 44.6 0.3 0 1.3 0 1.6 0 53.6 0.1 0.2 53.9 Cars & Lt. Trucks 0 0 0 0 0 0 958 0 0 958 7 0 28 0 35 0 1168 1 4 1173 2166 Cam & u. Trucks 0 0 0 0 0 0 96 0 0 96 100 0 100 0 100 0 97.3 50 100 97.3 96.7 Trucks a Buses 0 0 0 0 0 0 40 0 0 40 0 0 0 0 0 0 32 1 0 33 73 %Trucks & 6usess 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 2.7 50 0 2.7 3.3 Location: Kennedy Dr & Eldredge St Tc" amity: So. Burlington By. . Lihic Weather: cloudy Lamoureux F± Dickinson 14 Morse Drive Essex, VT 05452 Consulting Engineers, Inc. File Name : 2015-02-12 AM Site Code : 14145 Start Date : 2/12/2015 Page No :2 Kennedy Dr Eldredge St Kennedy Dr Southbound Westbound Northbound Eastbound Start Time Left I Thru Right Peds App. Tulst Left Thru Right Peds app. Tam Left Thru Right Peds App. Total Left Thru Right Peds App. Tot, PeaK Hour Analysts From 07:00 AM to UU:45 AM - PeaK 1 of 1 Peak Hour for Entire Intersection Beains at 07:30 AM 07:30 AM 0 0 0 0 0 0 148 0 0 148 0 0 6 0 6 0 141 0 4 145 299 07:45 AM 0 0 0 0 0 0 167 0 0 167 0 0 5 0 5 0 210 0 0 210 382 08:00 AM 0 0 0 0 0 0 139 0 0 139 2 0 5 0 7 0 168 1 0 169 315 08:15 AM 0 0 0 0 0 0 125 0 0 125 1 0 1 0 2 0 147 0 0 147 274 Total Volume 0 0 0 0 0 0 579 0 0 579 3 0 17 0 20 0 666 1 4 671 1270 % App. Total 0 0 0 0 0 100 0 0 15 0 85 0 0 99.3 0.1 0.6 PHF .000 .000 .000 .000 .000 .000 .867 .000 .000 .867 .375 .000 .708 .000 .714 .000 .793 .250 .250 .799 .831 Cars & Lt. Trucks %Cara&Lt, Trucks 0 0 0 0 0 0 96.0 0 0 96.0 100 0 100 0 100 0 97.1 0 100 97.0 96.6 Trucks & Buses 0 0 0 0 0 0 23 0 0 23 0 0 0 0 0 0 19 1 0 20 43 %Trucks & Buses 0 0 0 0 0 0 4.0 0 0 4.0 0 0 0 0 0 0 2.9 100 0 3.0 3.4 Out In Total 0 0 0 0 P0 0 0 0 0 0 0 0 0 0 0 i 01 01 01 0 Right Thru Left Peds j L+ Peak Hour Data �ovuri 000�� t—+n' " D IT co 2 cocO North cn cn ~c ro > N F� Peak Hour Begins at 07:30 AM Cl)3 y— o L Cars & Lt. Trucks cn a gm w Trucks & Buses �'o 0 0 01 M N �NNo� 0 t N RO Key N �-• N ND ro a !n A N >U n- I I 1 I +i T r Left Thru Ri ht Peds 3 0 17 0 0 0 0 0 i 31 0 17 0 20 10 20 201 j Out In TotalEldredoe, St APPENDIX B DHV Calculations Lamoureux ft Dickinson 14 Morse Drive, Essex, VT 05452 T: (802) 878-4450 / F: (802) 878-3135 www.LDengineering.com Project I Iwti Project No. Sheet No. I of Calculated by Date Checked by Date Subject kd V CIA 'Id Ir I J CtiS 1 7 LL yJ VY -- ------------- Lamoureux 8t Dickinson 14 Morse Drive, Essex, VT 05452 T: (802) 878-4450 / F: (802) 878-3135 www.LDengineering.com Project 0 K I Project No. —1 IJ ILI Sheet No. ;2_ of Calculated by Date 'I" - Checked by Date Subject — D ',_; 1 C/) . C /V "V C� c 'q L.DS �_J 4� 5 eta I A vJ ry "V + CY 6T) I _IA J 4e f4 Vermont Ar' ncy of Transportation Volume By Hour By .veek for 9/24/2014 - 9/30/2014 District: 5 Location ID : D222 County : Chittenden Located On : 890 ft w of Timber Lane Functional Class : Minor Arterial Factor Group: 3 Area Type: Urban YEAR 1995 1996 1997 1998 1999 MO2001 2002 2003 2004 2005 2006 12007 12008 2009 2010 2011 2012 2013 12014 AADT I16300 117200 118400 1 17900 16300I I16700 16600 Start Time Wednesday Thursday Friday Saturday Sunday Monday Tuesday Avg „ ,,;;,;,a 3;aN 9124/2014 9/26/2014 9126/2014 9/2712014 9/28/2014 9/29/2014 9/30/2014 12:00 AM 79 84 96 111 98 68 68 86 1:00 AM 26 28 47 52 55 18 37 38 2:00 AM 22 33 36 48 39 25 19 32 3:00 AM 41 38 39 28 33 40 41 37 4:00 AM 83 85 95 56 55 84 80 77 15:00 AM 218 223 206 95 57 226 211 177 - 13:00 AM 487 512 457 169 86 504 503 388 - 7:00 AM 1248 1247 1126 347 222 1177 1247 945 8:00 AM 1602 1617 1512 643 336 1602 1646 1,280 9:00 AM 1209 1214 1184 877 665 1216 1247 1,087 10:00 AM 1191 1247 1264 1052 769 1183 1277 1,140 11:00 AM 1288 1350 1344 1196 944 1290 1287 1,243 12:00 PM 1417 1427 1445 1154 1003 1521 1481 1,350 1:00 PM 1313 1487 1442 1094 932 1457 1423 1,307 2:00 PM 1349 1409 1385 1008 898 1407 1412 1,267 3:00 PM 1447 1505 1544 998 867 1563 1480 1,343 4:00 PM 1625 1732 1660 974 830 1626 1699 1,449 5:00 PM 1771 1774 1553 883 816 1676 1705 1,454 6:00 PM 1246 1381 1192 743 658 1192 1269 1,097 7:00 PM 881 837 1837 599 520 775 839 755 8:00 PM 524 578 563 433 361 482 540 497 9:00 PM 390 373 553 288 224 261 337 347 10:00 PM 206 217 284 249 173 183 197 216 11:00 PM 122 148 187 131 93 115 123 131 . Total 19785 20546 20051 13228 10734 19691 20168 Avg AM Pk Hr 8:00 AM 8:00 AM 8:00 AM 11:00 AM 11:00 AM 8:00 AM 8:00 AM AM Peak 1602 1617 1512 1196 944 1602 1646 1446 PM Pk Hr 5:00 PM 5:00 PM 4:00 PM 12:00 PM 12:00 PM 5:00 PM 5:00 PM PM Peak 1771 1774 1660 1154 1003 1676 1705 1535 Peak% 8.95% 8.63% 1 8.28% 9.04% 9.34% 8.51% 8.45% Generated 4/8/2016 Page 1 of 6 Vermont F cy of Transportation Volume by Hour by Day for 6/1/2015 - 6/30/2015 District : 5 County : Chittenden Community: Williston Roadbed: ML Location : Williston VT-2A just N of Marshall Ave Location ID: D129 Lane Direction: 2-WAY Collection Type: CC 3/6 Un m �n a� m o 10 m 10 •n io n a u7 o n n m m n iA m a o O o 0 0 N Q p p p o o p o 0 o p p C o o p C+ p O o O O o Q p Hour N N INry N N N N n N N H N N ry N N ry N N N N N N N N N N Total r N M V IP f+ m OI ❑ N a Ls n W F� N M 7 Ip m n m o t0 W m Iwo1P -0 iG m _m m p IO iD m W m W 1p iD !Ll SA tD to to 17_1e : 71 F1 59 67 77 1n1 i 79 AO •7 0� nn 1n, ,nc n.. ...., .., ..� .... �. ..- __ _- _ _ __ __ _ _ _ ___ - ••• , -• -• •-•- -• •-•l •� �� .+.. �c iv v.i ov ov o.� oy JI - ee JJ 8/ 8J `93 66 ii2 87 67 74 2,266 1-2A 40 37 25 21�� 33 36 33 29- 31 44 �351 35 75k 28 40 41 49 33 54 44 33 41 54 30 33 39l 631 58 30 361 1,180 2-3A - 25 37:- 32 24 26 41 -21 24 21 20 25 _ 31. 38 34 21 25 37 30 24, 36 241 31 24 38 22f 37 48 35126 32 889 3-4A 45 61�� 42 31 36 32 �20 43 29 44 33 43 27 27 39 45 48 54 4.7 30 221 42 49 42 45 43 481 26 40 45 1,178 4-5A 102 1381 119 139 124 64 57 136 123 120 121E 136 70 68 120 140 1211 145 140; 76 46 146 149 1331115 - 142 761 56 122 L126 3,370 5-6A 277/ 3071�3161 3411 264 153 98 305� 280 295 329 287 140 119 267�� 286 308 316 273 149 97 267 304 315 321 277 134 70 279 311 T 7,485 6-7A 701 741 7531 785 730f 3351 220 706 731 725 765 714 366 2691 683� 720 731 724 718; 294 1861 682 689 726 758 678 267 136 692 754 17,979 7-8A 1,229 1,306 1,277 1,259 1,253 599 364 161 1,236 1,287 1,273 1,1671 554 357 1,1801 1,209! 1,2891 1,213 1,142 490 281 1,140 1,168! 1,209I 1,297 1,227 567 292f 1,118 1,204 30,377 8-9A 1,107 1,107 1,134 1,12811 1,093 1,014 469 1,071 1,134 1,134 1,109 1,101 867 633 1,036y 1,089 1,068 1,182 1,078 725 425 1,090f 1,131 1,155 1,170 1,207 810f 396 1,087 1,096 29,846 9�10A 1,009t 965, 988 1,025 1,058 1,0811 808 958 913 1,0131 1,046 1,028 1,109 829 1,0411 994 1,080 1,091 1,132. 975 641 977 973 1,0481 1,100 1,237 1,042 646 1,045 1,089 29,941 10-11A 1 91 1,078 1,043 1,063 1,147 1,341 1,052 994• 1,048 1,114 1,126 1,177 1,326 1,093 1,2081 1,152 1,107 1,101 1,206 1,178 880 1,067 1,027 1,1791 1,148 1,221 1,218 900 1,126 1,134 33,545 11-12A 1,242 1,250 1,257 1,211 1,2841 1,468 1,205 1,229; 1,233 1,254 #1�297 406 1,480 1,233' 1,304 1,283 1,298 1,327 1,461 1,261 i 1,177 1,247 1,263 1,31511 1,375 1,4761 1,286' 1,321 1,338 1,281 39,084 12-1P 1,368� 1,371 1,359 1,285 1,455 1,539 1,264 1,236� 1,288 1,396.431 1,432 1,321 1,430, 1,3561 1,365I 1,402 1,514 1,282 1,311 1,354 1,4131 1,413 1,449 1,546 1,282 1,396 1,380 1,380 41,315 1-2P 1,305 1,272 1,225 1,2311 1,251 1,553i 1,261 1,160� 1,250 1,282 351 1,454 1,212 1,326 1,276T1,2931 1,259 1,524 1,243 1,275. 1,2451 1,320 1,273� 1,399 1,449 1,272 1,444 1,320 1,264 39,254 11 3-4P 1,483 1,466 1,403E 1.467 1,5277 1,342 1,129' 1,394� 1,409 1,383 1,443, 1,647 1 1,174 1,185 1,528 1,461 1,4861 1,324 1,633 1,179 1,272 1,315 1,376 1,544 1,586I 1,688 1,23333 1,322 1,4 4E 1,4761 42,348 4-5P 1,641 1,634� 1,660i 1,654 1,701 1,349E 1,088 1,531 1,4191 1,586 1,714} 1,669 1,147 1,070 1,659 1,520 1,682 1,¢. 1,663 1,015 1,108t 1,540 1,605 1,678 1,686� 1,700 1,055 1,177� 1,660 1,642 44,908 5-6P 1,464 1,506 1,507 1,456 1,464 1,145 891 1,432 1,413 1,481 465f. 1,477 1,144 969 1,288 1,522 1,541 1,390 1,378 1,010 1,056 1,434 1,415 1,578 1,5441 1,461 1,018 982f 1,474 1,492 40,397 6-7P f 891 1,0981 1,063 1,023 1,190 945 741 905 948 1,133 1,030, 1,157 1,077 794 949 1,068 1,0571 1,007 1,1011 911 792 953 1,024 1,053 1,069 1,089 891 825� 1,025 975 29,784 7-8P 687 698 8161 767 917 794' 567 686 737 835 788 850 880 645 741 766 803 828 9081 732 619 664u 762 829 836 852 655 539y 707 760 22,668 8-9P 454 523 580 556 708` 654j 374 444 525 571 646 685 678 447 5511 587 635 61 780 667 436 533 591j 691+ 653 766 565 404 566, 5791 17,507 9-10P 284 341 362 420 4971 433, 277 267 299 `405 425 472 497 2931 349I 336 417 458 519 425 281 315 3591 3921 448, 443 421 2501 348 391 11,424 10-11P 154 199 186 197I 262 284 139 163 153 216'. 2081 266E 296 201 196f 2191 246 247 300 264 171 173 208 �0 214 317 252 1511 2181 233 �6,503- 11-12P 53 109I 124 99 208 172' 121 108 89 123 776 215 205 88 1321 110 122 144f 1841 152 73 117 1271 121 127 202E 163 86� 107 116 3,973 Total: 17962 18572 18595 18472 19673 17911 13462 17236 17676� 18813, 18995 19886 17473 14187. 185291 18684 19194 18997I 203411 15440 13625 17739 184641 19333' 19820 20660- 15682 14140 18593. 18835f 536,889 II O�o vPl�Crao6/0) 5�O = A 083 Generated 4/15/2016 Page 1 of 6 Vermont f cy of Transportation Volume by Hour by Day for 6/1/2015 - 6/30/2015 District : 58 County : Chittenden Community : Colchester Roadbed: ML Location : Colchester US7 (Roosevelt Hwy) 0.6 mi S of Blakely Rd Location ID: D040 Lane Direction : 2-WAY Collection Type: CC 1/4 O O o o O 4 O d O O O o 0 o p Q O O O O d How N N N N n N N �-t r i3 Q .4 ie W t 0 a; 1?r n' A O :u m r+ 00 o, O !�i P1 YES e0 1, 00 O) qqq m eL1 m �`D io m tD m m � m r m 40 W b m d to m m o0 O m m f0 t0 IG-- , - 4 - .1 04 OJ OI 4V, Jf JJ O/ Ot `VV 4:51 40 49 51 ti9, iS5 00 40 4b b3 Ub 56 98 92 45 56, 1,819 11-2A 25 30� 31 35 31 57 62 48� 311 39 28 35 64, 57 34 29 48 42 47 48 51 33 35 401 28 48 54 66 35 33 �1,244 12-3A 25 31 35 36I 41 53, 47 24� 31 35':. 43 42 41i� 49 26 T34 42 40 - 35 42 55 25 43 37j 36' 41 55 441 30 38i 1,156; 3-4A 1 28 36 38 41 53 28 30 39 43 52 58 46 55� 45 44 33 42l 44 38 48 39 46 38 42 36 50 43 381 44 48 1,265, 4-5A I 107 1391 - 116 118 92 53 40 108 104 107 122 101 44 55 107 107 991 115 88 64 42 123 117 116 126 104 701 49 118 113 2,8641 5-6A 270 82 0 297 268 274 121 102 274 267 298 269 244 94 � 106 249 297 301 286 2821 123 80 282 2941 299 296 2911 103 80 2851 2841 6,996 _6-7A 697I 731 739 800 695 232 138 674 726 719 763 692 237 190 685 709 734 7501 676 258 154 680� 686 725� 704 721� 224I 120 643'11 735 17,237' ':.7-8A 1,329' 1,399 1,421 1,415 1,333 455 294 1,250 1,386 1,430 �1,353 1,267 425 289 1,269' 1,288 1,382 1,267 1,173 430 224, 1,295 1,2431. 1,224 1,239' 1,238 4001 198 1,190 1,211 31'3171 '8-9A 1,164 1,1101 1,187 1,251 1,207 586 431 1,255 1,161 1,204 1,266 1,157 6951 434 1,176 1,169 1,379 1,184 1,096 584' 3991 1,147 1,076 1,216 1,178 1,165�634 343 1,084 1,091 30,029 •9-10A 848I 823I} 860-I 855 901I_ 848 665 841 841 874 1,126 915 942� 673 824 885 1,064 890 924 931f 10 849 814 901 902 1,009111111. 958 579 828 873 25,853 ':10-11A 910 904 872 933 989� 1,036 1,075 863 958 923 1,053 1,057 1,054! 960 930 971 1,003 996 1,119 1,141960 1,001 `958 1,031 1,018. 1,145 1,100 838 905 953 29,656 1�1,045 997 976 1,0551 1,175 1,176 1,083 1,081 1,101 1,038_ 1,132 1,255 1,237 1,135 1,068 1,065 1,147 1,060 1,263 1,26 `1,082, 1,000 1,033 1,142 1,122. 1,210 1,211 1,019 1,091 1,180' 33,4441 12-1P 1 119 1,079 1,137 1,183 1,281 1,269 1,285 1,071 1,180 1,205 1,204 1,385 1,367 1,222 1,209 1,084 1,188 1,266 1,379 1,361 1,132' 1,165 136 1,1671 1 228: 1,330 1,210 1,161 1,261 1,274 36,538 _ �� 11-2P 1 105 1,055 1,071' 1,1231 1,260 1,261 1,015i 1,081 1,122_ 1,082 1,312 1,221 1,058 _ 1,115 1,071 1,133 1,139 1,3581 1,273 1,153. 1,090 1,174 1,080 1,184 1,263 1,050 1,167 1,165 1,079 34,377 2-3P 1,139 1,134 1,175 1,171 1,367 1,173 1,087 1,146. 1,168 1,162 1,164 1,353 1,202 998 1,185 1,126 1,184 1,160 1,334 1,253 1,120 1,079 1,254 1,190 1,224. 1,315' 1,166 1,126 1,183 1,225 35,563 3-4P 1,431 1,450 1,435 1,495J 1,615 1,028 1,137 1,402 1,4091,405 1,480i 1,606 1,155 1,042 1,3771 1,327 1,441) 1,4W 1,596 1,175 992. 1,374 1,402 1,475 1,460, 1,545 1,1241 1,100 1,433 1,361 40,756 1 -..T 1,654 1,716 1,822 1,804 1,090 985 1,727 1,662 1,667 1,737 1,755 1,0031 992� 1,733 1,622 45,817 5-6P 1,611 1,632 1,709 1,727 1,694 1,061, 914 1,667 1,629 1,664 1,718' 1,600 922 932 1,675 -- - 4-5P 1,607 1,650 1,734 1,7421 1,752 1,143 927 1.616 1,707 1,688 1,761 1,708 1,147 948 1,718i 1,645 1,706 1,764• 1,650 1,018 874 1,574 1,668 1,672 1,811' 1,644_ 985 888 1,653 1,686 44,393 6-7P 941 1,024 1,018 1,0131 1,076 728 687 880 '.. 905 1,047 1,045 1,073 811 727 995 946 1,024 1.047 1,050 777 626 972 970 1,023 1,075 1,026 �773 5701 963 983 27,795 7-8P 636 646 744 795 829 575; 528 557 685 799 810 769 673 497 694 695 723 759 820 610 515 753 655 787 803 822 563 425 714 665 20,646 8-9P _ 466� 503 604 620F564 485 387 378 0 574 690 543 526 402 4631 522 631 671 646 592 407 474 540 610' 614' 6361 498 �32 505 512 16,866 9-10P 261 317�1 369 388 412 450 264 266. 282 368 477 300',.. 436~ 226 282 358, 396 356 475 481 238, 353 376, 378 425; 504 409 332� 333 10,725 10-11P 166 172 215 189 247 307 169 136, 167 207 255 258',.. 253� 180 164 221 236 221 311 299 148 192 191� 208 271317 277 1381 206� 162 6,483 11-12P -: 88j 67' 91 120„ 137 176 64 95;+ 100 105 132 161 197 101 117 101 148 108 194 199 73 104 109 126 118-. 170 152 100 98 126 3,677 i Total: 170651 17257 17915 18419 19082 14385 12616 16737_ 17462 18102: 19086 18946. 14865 12425 17449 17383 111815 18523 194271 16147 12645. 17384 17620 182191 18701 19405' 14160 11678 17544' 176431 505,405 Generated 4/8/2016 Page 1 of 3 Vermont ! cy of Transportation Volume by Hour by Day for 6/1/2015 - 6/30/2015 District: 5 County : Chittenden Community : South Burlington Roadbed: ML Location: South Burlington 189 betty Exits 14 & 15, 0.7mi N of US 2 (Exit 14) Location ID : D091 Lane Direction: 2-WAY Collection Type: INT 2/5 2 w iC an 41 01 v 14 - - n rn v m `� an a w n e m N an h m rn Hour o N r c N C. N - 0 0 0 N N N 0 N 0 N o N a cv a n o N 0 N 0 N 0 NVil o N 0 N o N a N o fY a N v N 0 N 0 N 0 N 0 N 0 N 0 N 10 C'� W �'1 tl Iq ap ID a0 to is a0 6 r eM- ems- -' N ary ry N N W m m m a0 aA m a0 t0 Ha ep ep iv a0 <'4 m iD aG m I.�-..+ ,.... .. �•+ �� c.., .,•.., uc w iva cw. cw cv� oov acv -roo Guv Gv3 z3/ Z3S 3b/ 3ZZ Zug Z31 ZZb 239 243 3b2 340 198 199 7,173 11-2A 117 118 137 109 155 r 238; 224224 148, 108 154i 140 183 213 2261 1371 139 171 145 1501 215. 201 134,^ 135, 147 121 166 213 215 121 123 4,803I 12-3A 1 123 129 111 ~135 155 1751 170101' 1371 115',.: 141 150 163 1751 111101 119 131 148 148 �180 1711 1361 133 152 142 152 170 157i 114 127 4,270 34A 202 217 222 201 224 1571 153 203 193 208. 211 206 170 1461 181 189 213 225 201 226 110 230 198 206 227 213 182 119 212f 213 5,864 4-5A 479� 515 513 542I 510 2711 190 500, 514 525 593 565 308 215 515 527 551 545 524 324 195 546 526 584 532 570+ 305 1921 510 568 13,764 5-6A 1,525 1,613 1,670 1,6071 1,537 664' 394 1,488 1,503 1,576 1,602 1,556 699, 511 1,483 1,598 1,6021 1,564 1,475 632 337 1,498 1,507 1,610 1,579, 1,5131 610 �332� 1,520 1,521 38,3261 16-7A 3,508 3,580 3,656 3,6461I 3,504 1,288 858 3,431 3,612 3,630 3,609 3,400 1,286 888 3,345 3,582 3,608' 3,541 3,1651 11265 721 3,358 3,334 3,530 3,501 3,2301 1,126, 5921 3,355 3,466 84,615 7-8A 5,446 5,488 5,401 5,429 5,237 1,943 1,195 5,163 5,534 5,332 5,122 4,963 2,050 1,326 5,034 5,195 4,514 4,938 4,654 1,808 974 4,973 5,136 5,177 5,047 4,8611 1,7751^ 9111 4,904 5,189 124,720 8-9A 3,900 3,830 4,281 4,0751" 3,905 2,532 1,841 4,051, 4,060 3,988 3,711 4,032 2,8671 1,972 3,958 3,979 2,810. 3,956 3,8481 2,398 1,520 3,871 4,014 4,259 4,155 4,180 2,448 1,439 3,930 4,041 103,851 9-10A 2,969 3,0961 3,160 3,130 3,286I 3,101 2,405 3,250 2,982 3,221 3,451 3,5091 3,350 2,723 3,165 3,126 3.519 3,455 3,3991 3,052 2,302 3.060 3,213 3,286 3,417'.. 3,60�99 2,292 3,077 3,355 94,058 10-11A 3,181 3,247� 3,065 3,112 3,383 3,490 3,075 3,089 3,219 3,271 3,306 3,437 3,726 3,3611 3,116 3,203 3,237 3,329 3,547 3,6831 3,107 3,083+ 3,10 3,3321 3,425 3,837 3,505J 3,1401 3,379 3,577 99,669 11.12A 3,312 3,268 3,220 3,449 3,739 3,897 3,638 3,411 3,351 3,390 3,627 4,072 4,168 3,569 3,361 3,540 3,520 3,532 3,953 3,6411 3542, 3,486 3,434 3,650 3,658 4,159 3,762' 3,7101 3,6461 3,693 108,378 '.12-1P 3,446 3,437 3,258 3,568 3,906 3,949 3,805 3,574 3,481 3,575 3,731 4,251 4,033 3,707 3,616 3,646 3,584 3,683 4,220 3,72: 3 799 3,670 ,836 3,698 3,559- 4,135 3,676 3,992 363ff 3,898 112,219 1-2P 3,530 3,502 3,501 3,560 3,919 3,7121 3,571 3,537 3,337 3,652 3,728 4,184 3,8761 3,488 3,717 3,686 3,672 3,691 4,3431 3,726 3.668, 3,631 3,799 3,649 3,730 4,208' 3,670 3,984' 3,918 4,088 112,285 2-3P 4,041 3,953 4,085 4,114 4,549 3,651' 3,665 4,045 3,910 4,201 4,218 4,739 3,786 3,649 3,965 4,024 4,046 4,320 4,650 3,617 3,743, 4,007 4,079 4,221 4,224 4,789 3,580 4,058 4,183 4,534 122,646 34P 4,732 4,858 4,826 5,0471 5,154 3,476 3,493 4,681 4,860 4,855 5,0451 5,400 3,721 3,616 4,841a 4,820 5,005 4,940 5,244 3,457 3,681 4,708 4,855 4,956j 5,093 5,300 3,681 3,9311 4,961 5,193 138,430 4-5P 5,626 5,399 5,833 5,7661 5,621 3,543 3,366 5,578 5,ei 5,840 6,003 5,706 3,446 3,441 5,743' 5,777 5,619, 5,9551 5,694� 3,315 3,480. 5,566 5,840 5,831 - 5,920 ` 5,741 3,362 3,517 5,775 5,906 153,848 ,5-6P I 4,744 4,808 4,773 4,8171 4,844 3,180 3,014 4,488 4,562 4,721 4,785 4,701: 3,108 3,151 4,680 4,766 4,899 4,978 41756 3,018 2,961 4,469 4,693-. 4,915 5,0201. 4,492 3,079 2,968 4,715 4,929 129,034 16-7P 2,728 2,973 2,956 3,080 3,267 2,343 2,344 2,623 2,681 3,123 2,901 3,243 2,768 2,500 2,913• 2,982 3,1261 3,139 3,211 2,402 2,165 2,714 2,996-. 3,120 3,231 3,310 2,513 2,1101 2,820 2,887 85,254 7-8P 1,961 1,9941 2,347 2,298 2,707 1,987 1,887 1,839 1,960 2,286 2,343 2,532 2,310 2,023 2,073 2,137 2,334 2,455 2,456 2,107 1,919.. 1,987 2,209- 2,418 2,532 2,543 2;074 1,659 2,157 2,152 65,686 8-9P 1,4551 1,5601 1,871� 1,914 2,109 1,765 1,366 1,374 1,4741 1,846 2,023 1,887 2,126f 1,447 1,622' 1,630 1,9841 1,991 2,1261,899 1,514_ 1,675 1,754: 1,952 2,135 2,1181 1,756 1,253, 1,619. 1,666 52,911 9-10P 924, 1,0651,0651 1,0591 1,180 1,526 1,543 ^922 927 9281 1,223 1,429 1,452 1,556r 160d i; 1,065 1,151 1,332 1,343 1,69 i,600, 1,016i 1,082 1,185 1,2011 1,516 f. 1,822 1,507' 828 1,160 1.149 37,438 10-11P 558 673 765 749, 961 1,008 542 596 614 722 873 867 110501 778 575 824 841 890 1,244 1,106 635 668 809. 796 956, 1,149j 1,044 561 800 799 24,453', 11-12P 349 333 444 473 636 643 372 396 429 491, 519 660 731 377 613 400 562 567 701 722I� 343', 434- 410 455442'. 769 590 356 470 614 15,301.. Total: 58986 69832 61348 62200 65077 48899 42762 58668 59233 62148 63317 65935 51871 44668 59993 61245 61083 63567 65719 48483- 42432 59183 61439 63370 64401' 67108 48079 42656 61307 63887 1,738,886, 0, 5(-)gD/J �C�( Ci 9�� Generated 4/8/2016 Page 1 of 7 Vermont ! icy of Transportation Volume by Hour by Day for 6/1/2015 - 6/30/2015 District: 5 County : Chittenden Community: Essex Roadbed: ML Location: Essex VT289 0.6 mi W of VT 15 Location ID : D530 Lane Direction: 2-WAY Collection Type: CC 1/4 n �n u> n w v a m m w it n u m us +n h a h w u, ma - w a N Hour O N O N C. N C N G N C7 N O O N N O N iQv O N N �[ N N N N N N N [OY N ry O N N N N V N N Total N v 1fi m n 00 O� Q N M t0 1:+ oo GA C CO m ,.r�vc 10a 140 4y. 0/ /lI tiJ UZ 94 121 b6 b/ b8 64 (i8L 94 110 54 58 2,239 1-2A j 18 31 41 38 51, 63 67 32 31 31 40 53'� 60 79 3339 43 37 48 79 79 45 43' 38� 431 551 64 72 291 38; 1,420.1 `2-3A _i� 31 ~ 451 291 32 321 48 46I 32 31 40iT 42 45I. 52, 65 43 33 35I 28 35 52 53 38 37 37 29` 45 561 50�1 1,229� 3-4A 46 59 63 66 71 491 36 74 71 6867 62 43I4 46 55 70 63 68 60 43 33f 63 62, 67 56 5S 491 391 55 581 1,720 4-6A ` 132 140 146 127 133 861�--54 133 122 154 155 154'. 72l` 51 126 142 1461 142 127 991 59; 147 138 168 142 1471 81 431 155 131 3,6521 5-6A 440 539 566 521I I - 505 203 154 468 519 509 481 485 184 �152 407 494 505 486 458 198 123 4401 481,1 500 451 4631 174 1241 433 488 �11,9611 6-7A 1,143 1,189�186 1,2101 1,1211 443 319 1,071, 1,1751 1,189 1,196 1,069 404 320 1,076 1,131 1,117 1,129 982 427 291 1,0081 1,0281 1,105 1,0641,055 381 213 1,0641 1,095 27,2011 7-8A 1,565 1,171� 1,639 1,6991 1,594 700 420 1,525- 1,554 1,629 1,614 1,541 618 433 1,513 1,5571 1,605 1,489 1,369 589 378 1,404, 1,431 1,496 1,450 1,399 595, 287 1,465 1,503 37,232 8-9A 1,189 1,1541 1,292 1,2591 1,220 1,064 724 1,177 1,190 1,182 1,198 1,214 965 687 1,181 1,229 1,267 1,163 1,169 867 629 1,159 1,214 1,261 1,244 1,258 817 498 1,172 1,216 32,859 ��. _ 9-10A 842 8971 920 1,026 998 1,170 942 839 873 936 1,018 1,063 1,137 924 900 998 1,003 980 994 1,118 805 933' 9414 976 995 1,0511 1,0271 721 933 1,062 29,0221 10-11A 847 874 �- 960 1,001 1,291 1,198 883 940 1,034 1,068 1,061 1,266 1,160 923 1,015 988 982 1,108 1,269 1,028 937�i 925 �985 1,040 1,214 967 957 1,070: 30,842 �11-12A 973 1,029 1,028 1,0171 1,145 1,629' 1,233 980'i 1,031 1,086 1,129 1,241 1,415 1,229 984 1,004 1,088 1,115 1.189 1,376 1,185 1,046 1,004 1,006, 1,058 1,156 1,272 �1,220+ 1;089 1,159 34,116 112-1P 1,000 1,053 1,054 1,1201 1,118 1,562� 1,347 965 979 1,195 1,114 1,282 ',. 1,434 1,293 1,009 1,035 1,152 1,151 1,196 1,275, 1,231 104, 81 11 0 1,033 1,143 1,173 1,282 1,1291 1,076 1,230 34,779 I1-2P 1,061 1,007 1,101 1,128`�1,218 1,449i 1,306 948 1,046 1,180 1,136 1,334 1,431 1,273 1,153� , 1,026 1,1031 1,125 1,264 1,3061 1,216 1,077 1,108 1,035 1,084 1,226 1,224 1,229 1,i09 1,199 35,102 2-3P 1,218 1,260 1,347 1,294 1,537 1,332 1,234 1,187 - 1,241 1,321 1,288 1,477' 1,285. 1,175 1,281 1,211 1,352 1,279 1,373 1,289 1,334 1,163 1,297, 1,251 1,273 1,412 1,244 1,228 1,1811 1,338 38,702 3-4P 1,467 1,5911 1,571 1,6701 1,786 1,308 1,274 1,424 1,540 1,594 1.712 1 6e2 1,282 1,141 1,533 1,460 1,5231 1,5661 1,602 1,257 1,183, 1,442 1,405.: 11494 1,492 1,6021 1,2011 1,1071�1,506' 1,637 44,032 4-SP+ 1,713 1,839i 1,906 1,9351 1,768 1,3321 1,189 1,713 1,763' 1,775 1,847 1.748 1,183 1,212 1,858 1,814 1,8 11� 1,737 1,696 1,192 1,081 1,806 1,791 1,9291 1,862 1,775' 1,155 1,064 1,841' 1,826 49,161 5-6P 1,590 1,758 i 1,758 1,763 1,630 1,060 1,040 1,563 1,609 1,756 1,770 1,602 1,084 1,092 1,674 1,692 1,726 1,717 1,666 1,038 1,047 1,594 1,66Q 1,717 1,688 1,474 1,011 884 1,6321 1,631 44,930 6-7P 1,038 1,168' 1,188 1,225 1,224 1,012 882 1,019 1,012 1,214 1,181 1,194 994 918 1,097 1,097 1,178 1,198 1,104 920 838 1,041 1,067 1,1421 1,099 1,119 911 795 1,038 1,091 32,004 ''..7-8P 666 8301 913 865 885 680 599 659 653 900 870 739 8261 6961 7411 772 862 849 7941 700 646 755 773 854 812 804k 728i 496 742 715 22,824 18-9P 500 597 692� 7311 614 666i 501 460 511 720 758 606 709 476I! 628 623 690 697 647' 712 515 ^ 565 642 746 707 690 674 403 535 600 18,620 I9-10P 316 355 375 4891 508 574 313 316 345 �419 574 �560 - 615 372I 398 381 504; 474 551 590� 333 409 467 376 502 564 48411 300300 L 4071�4161 13,287 i10-11P -185 206 208 237 289 377 147 191 187 232 281f� 347 339 244 185 247 253 2771 374 360f� 202 230,E 281 243 284 383 353f 182 239 320� 7,886 1`-1-12P 117 134 1371 138. 205 219 111 117'. 110 120 208 250 - 291 108i 169 153 167 1841 252 232 ---116 141+ 141 1411 154 231 237 1111 132 176`�5,0021 Total: 18134 18982 20121 206121 20727 18421 15232 17834 18578 20341 208071 20881 17828 15291] 19016 19280 20255 199361 201401 17082 14526 18544{ 19113 19608 19681 20248 16333 13272 18884 20106 559,812 60,7 �O (� = �, 00 Generated 4/8/2016 Page 1 of 3 Vermont P )cy of Transportation Volume by Hour by Day for 8/1/2015 - 8/31/2015 District : 58 County : Chittenden Community : Colchester Roadbed: ML Location : Colchester US7 (Roosevelt Hwy) 0.6 mi S of Blakely Rd Location ID: D040 Lane Direction : 2-WAY Collection Type: CC 1/4 Y] N s2 i[1 M N N N N N N w to N ap N tp �2 N to V1 N to N r H N _N N N N �}'lO l7i 4 N C n N [� [9 O + 0 N 4i9 O N tp O N � O N W O M Z N N_ {0.1 eO+r N N N N 6 N m O N T O H K O N O N O N p N C � C.O N � O UO O w O P O N Total w w` m co Co '+ `m z m m N [�i `m N N N Cf M 0o w W W m a3 M m m m m m c ua T^I Rio wo ool o< o iij a<I oa ool 041 40 00 as ua lu4 4�4 �`8 ti6 92 10/ 58 43 511 42 57' 104 101 46 2,163 1-2A 79 65 34 32 33 44 41 56 751 111 29 35 32 399 '52. 63 27 37 361 28 33 50 52 35 28 26 25 31 66 60': 27 1,281 2-3A '� 62I 46 28 181 29 24 33 59 59 311 36 27 27 351 60 55 29 26' 36 27; 44 53 54 26, 33 30 27 41 32 55 27 1,169 3-4A 861, 411 411 481 41 44! 49 37 36 43 411 40 55 50 54 40 29 48 39 52 56 48 40 38� 37 36� 461 45 37 40 41 1,3781 �� - I -631 -T � � T30 128 121 110 124113 46 27 126' 121 1061 113 107 46 32 112 2,883 4-5A 64 34� 125 132 104 106 116 42 47 121 124� 122 111 110 5-6A j 142 95, 257- 2551 257 244 239 99 71 f 254 259 286 265 244 11476 242 278 2901 267 250110 91 270 274 2491 255 251 105 82 246 6,417 �6 7A 221 193 710 725 749 7021 638 206 147: 670 660 714 695 669 209, 156 680 716 7371 709 649 241 140 748 �752 7331 7587051 200 137 752 16,721 7-8A 361 279 1,202 1,309 1,246, 1,279 1,192 345 237 1,260 1,256 1,275 1,285 1,224 340 259 1,2131 1,321 1,361 1,315 1,243 345 221 1,2851 1,408 17349 1,319 1,316 429 245 1,428 30,197, 8-9A 597 522 1,151 1,160 1,131 1,215 1,141 544 407 1,193 1,157 1,183 1,249 1,119 518 417 1,1251 1,2421 1,255' 1,142 1,145 602 411 1,091 1,163 1,264 1,174 1,24511 598 443 1,218 29,822',. 9-10A 871 700 928 892 1,074 9661 977 841 651 930 854 936 984 917 817 611 887 865 9461 909 920 896 590 864 928I 824 884 9861. 891 700 766 26,805 10-11A 1,023 1,002 1,073 9781 1,0151�5 1,043.�1,105 995 1,009 965 1,067 945 1,082 1,150 980 926 1,004 1,022', 1,020 1,047 1,090 983 887 964 9341 958 1,054' 1,077 1,007 941 31,371 11-12A 1,178 1,121 1,103 1,1311 1,0731 1,1861 1,213 1,226.. 1,152 1,124 1,056 1,123 1,089 1,160 1,208 1,136 1,150 1,135 1,134, 1,147 1,153 1,236 1,009 1,050 1,060. 1,039 1,184 1,200 1,218 1,100 1,048 35,042' 12 1P 1,097 1,164 1,177 1,191 1,183 1,188 1,380 1,158 1,180 1,251 1,168 1,216 1,223 1,270 1,202 1,226 1,202 1,176 1,2391 1,228 1,363 1,200 1,170 1,160 1,171 1,158 1, 10011,261 1,222 1,189 1,069 37,1831 1-2P _1,077 1,090 1,098� 1,118 1,135 1,149 1,192 1,069: 1,051 1,167' 1,067 1,195 1,173 1,2181 1,179 1,040 1,115 1,221 1,077 1,1731 1,259. 1,081 1,080 1,088 1,081' 1,069 1,060 1794 1,150 1,056r 1,018 34,840 2-3P 1,085 987 1,119�1,175 1,068 1,142 1,269 1,020',. 1,043 1,176 1,149 1,166 1,250 1,332 1,124 1,008 1,108 1,162 1,166. 1,258 1,374: 1,083 1,068 1,139 1,236, 1,152 1,271 1,347 1,203 1,083 1,204 35,967� 3-41' 1,108 1,066 1,384� 1,470 1,381 1,480 1,533 1,048. 1,007 1,411 1,389 1,432` 1,472 1,567 1,153 961 1,344 1,406� 1,402 1,483 1,585i 1,095- 1,025' 1,437 1,421 `, 1,481 1,7711 1,564. 1,159 1,068 1,444� 41,5471 --1- I 4-6P 1,092 1,021 1,6.54 1,697 1,705 1,7641 1,666 998j 925 1,654, 1,628 1,747,. 1,713 1,675 998 955 1,593 1,764 1,695 1,677 1,731 1,052 995 1,746 1,623. -1,677 1,893.• 1,750 1,086 963 1,614'R 45,751 1,724 1,606 937 932 1,654 1,647 1,6921 1,768 1,709' 1,002 977 1,617 44,582 15-6P 982 962 1,575 1,653 1,G86 1,755 1,594 961 '.. 995 1,6201 1,686 1,695 1,731 1,601 886 914 1,647I 1,713 1,659 6-71' 791 717 940 921 956 1,040 1,058 731. 663 931 1,011 1,010 1,072 1,043 715 726 963 991 1,00211,018 1,108 773 715 990 1,102. 1,0381 1,126 1,130 746 762 945 28,7341 7-81' 6181 5731-648' 6971 701 773 801 618 , 552 701 644 7221 753 791 5311 608 662 713 749 848 840 605 573721 811 704 781 741 600 542 705 21,326 8-9P 529 475 581 543 563 6371 625 481. 464 504, 527 541 608 5551 485 457 527 569 558 679 595 519 426 528 496' 506` 604 567 434 399 460' 16,442I 9-10P 436 275 336 351 336 405 455 406. 263 264,. 318 3411 416 423 3�' 291 334 364 439' 414 373 234 295 302', 332 317 377 362 218 258 10,546 10-11P 245 188 189 261 224 244 294 286, 167 144., 186 228 229 280 275 14- 1941 194 241 253 241 ' 178 188 167 176 211 304 266 145 146 6,801 11-12P 169 90 115 128 116 140 150 169. 111 120,. 98 1151 133 167 168 119 109� 105 132 loaf 177 174 89 89 104 90 113 209� 174 79 89 3,949 Total: 13999 12819 17516 17950 17860 18607 18770 13597i 12387 17655 17362 18264 18575 18624 13734 12391 17237 18205 18308� 18706' 19012: 14025 12210 17613 17972 17716 18701 19291 14207 12483 17221 512,9171 I I617 = �� S Generated 4/8/2016 Page 1 of 3 Vermont I -icy of Transportation District : 5 Volume by Hour by Day for 8/1/2015 - 8/31/2015 County : Chittenden Community: South Burlington Roadbed: ML Location: South Burlington 189 betty Exits 14 & 15, 0.7mi N of US 2 (Exit 14) Location ID : D091 Lane Direction: 2-WAY o �O G o 4 c O o q o 0 o O O o G C a M C O o I-I61fP N N N N N n N N N N N N N N N �a N N N N N N `m m eo 'w oo eo m w w o0 0o eo m ao eo w 3 m a`f m Z 12.1A 384 3711 206i 184 222 230 290 347 358 203 171 216 229245 3011 338 171 198 191 203 242 356 1-2A 2631 238 177 133u 138 152 183 251 230 123 131388 136 152 172 225r 237 126 131 123 150 194 198 23A 181E 170E 160 125 127 152 146 199 168 123I. 133' 133I 138 151 189 167 131 137 139 138 167 185 3L 4A - 173 1471 225 2281 196 228 260 193 128 213', 230 204 239 249 168 136 215 243 226; 222 234 155 14-5A I 294 238 512 575 5181 5191 545 255 -234 566` 513 537 533E 5311 306 200 554 572 534 584 526 295 a Collection Type: INT 2/5 4 I `Y Total M 328` 205 193 201 177 207 350 313 168 7,798+ 195" 136 136 140 134+ 1591 218 224 97 5,3091 187 '[ 1391 141 127{ 1411 1771 152� 1791 135 4,7371 146'; 216� 228 222 224 226 180 133 223 ` 6,310 182 550• 553 511 531 5211 247 191� 518 13,746 5� 6A 700 432 1,603 1,598 1,557 1,500 1,476 581 387 1,479' 1,487 1,524 l,-- ---- - . --d � 1,552 1,483 623 380 1,551 1,564 1,607j 1,539 1,487 634 398� 1,566 1,5821 1,631 1,575 1,525. 567 340 1,623 37,551 -_ 6I 7A 1,289 9191 3,431 3,461 3,409 3,281 3,150 1,153 740 3,4923,3581 3,589' 3,382 3,331• 1,192 743 3,282 3,561 3,4741 3,439-�3,329 1,334 701 3,507 3,775• 3,700 3,726 3,589 1,275 7091 3,659 83,030 7-88AA 1,801 1,285 5,063 5,058 4,972 4,808 4,688 1,705 1,143 4,944' 5,112 5,079 4,857 4,658 1,749 1,092 4,695 5,130 5,0661 4,999' 4,777 1,942 1,137 5,072• 5,226'. 5,263 5,372 4,958 1,796_ 1,11311 5,369 119,929 89 I 2.518 1,937 3,9921 4,148 4,038 4,143 3,876 2,424 1,699 3,961 4,035 3,863 4,1671 4,031 2,375 1,687 3,825 4,004+4,089 3,935 3,835 2,583 1,696 3,729 3,934•: 4,044 4,073. 4,375 2,356I 1,657. 3,876 104,905 9-10A i 3,297 2,7081 3,335 3,237 3,196 3,599 3,563 3,207 2,568 3,405 3,193 3,416 31493-- 3,609 3,265 2,670 3,454 3,483 3,459 3,013 3,478 3,358 2,510 3,172 3,257 3,196 3,4101- 3,424 3,219 t 2,719 3,044 99,957 10-11A 1 3,888 3,2891 3,481 -3,484+1 3,371 3,605 3,613 3,708, 3,269 3,471 3,452 3,4301 3,597 3,776 3,919 3,185 3,599 3,460 3,507� 3,432I 3,771 4,0911 3,293. 3,439 3,300, 3,284 3,5521 3,780 3,7321 3.486 �3'�,1±314 1109,442 �11-12A 3,942 3,5981 3,725 3,6161 3,581 3,747 4,005 3,882-: 3,586 3,722� 3,777� 3,792 3,767 3,972 3,862 3,664 3,739 3,719 3,670 3,6311�4,041 4,128181 3_,638 3,708. 3,523I. 3,544 3,641 3,921 4,01717 3,709116,201 12-1P 3,837 3,667 3,784 3,5341 3,723 3,794 4,227 3,673 3,608 3,707 3,9623,804 j 3,839 4,084 3,934 3,746 3,774 3,849 3,8371 3,871 4,291 3,900 3,766i 3,558 3,821 3,522 3.792 4,140 3,899 3,761 3,346' 118,050� 1-2P 3,678 3,685 3,929 3,715 3,917 3,845 4,345 3,728 3,560 3,806 3,927 3,745 3,932 4,287 3,941 3,684 3,918 3,793 3,919 3,998 4,466 3,871 3,803 3,628 3,773' 3,60E 3,902i 4,194', 3,898 3,764 3,568 119,825 2-3P 3,804 3,661 4,083 4,097 4,2031 4,285 4,617 3,754. 3,622 4,181 4,385 4,355 4,435 4,749 3,905 3,642 4,147 4,276 4,368 4,360 4,851 3,890 3,864 4,176 4,173 4,204 4,076 4.729 3,935 3,569 4,002 128,398 3-4P 3,841 r ,7471 4,984 4,970 5,008 5,174; 5,371 3,6781 3,613" 4,914 5,061 5,053 5,137 5,320 3,996 3,527 4,818 5,014 4,921 5,190 5,295 3,66�53 5,008 5,024 4,8801 4,9251 5,2201 3,972 3,591 4,653 143,225 4-SP 3,601 3,508 5,574 5,810 5,956 5,996, 5,638 3,585 3,336 5,792 5,934 6,011 5,8211 5,571 3,479 3,383 5,411 5,814 5,744 5,734 5,825 3,480 3,663 5,656 5,601 5,649 5,876' 5,8041 3,745 3,637' 5,705, 156,339 5-6P F-3,148 3,025 4,695 4,914 4,840 4,954 4,859 3,007' 3,079 4,373 4,674 4,917 4,915 r4,726 3,082 2,963 4,480 4,797 4,822 5,181 4,752 2,934 3,169 4,8701 4,803 4,884 5,084 4,824., 3,382 3,228 4,556 132,137 6-71' 1 2,647 2,351 2,698 3,048 3,079 3,166 3,439 2,447 2,566 2,775 3,002 3,120 3,153 3,234 2,291 2,643 2,869 2,939 3,043• 3,176 3,348 2,507 2,496 2,937 3,0971 2,999 3,095 3,3971 2,663 2,497 2,896 89,618 7-81' 2,188 2,006 2,007 2,258i 2,331 2,375 2,674 2,079 2,013 2,104 2,164 2,27� 2,3631 2,650 2,030 2,099 2,160 2,165 2,280 2,502 2,663 2,157 2,0701 2,284 2,242 2,279 2,569 2,509 2,190 2,1541 2,135 69,978 IB-9P 1,964 1 682 1,696 1,841 1,925 2,023 2,314. 1,957 1,726 1,612 1,699 1,9511 2,130 �,137 1,834 1,734 1,693i 1,764 1,976 2,085 2,244!: 1,996 1,533 1,639 1,671 1,758; 2,016 2;092 2[]40 1,473 1,485 57,690 9-10P 1,688 1,130 1,099 1,461 1,278 1,351 1,681 1,442 1,046 955E 1,094 1,196 1,409 1,606 1,460 1,114 1,094 1,149 1,335 1,424�1,604 1,475 1,027 1,078 1,054, 1,0471 1,276 1,713 11763 968 968 39,986 10-11P 1,114 757 648 864 818 946 1,128I 1,040 704 629 719 793 861 1,023 960 646 665 712 800889191,012 _ 1,114 5901 635 629 685 825� 1,344 1,009 606 597 25,772 698 -P 4 I 61531 62819 62845i. 64502 66806 4895543820 � 0 76 �Y , 22�'. 475 1„88Po6 628. 352 377 15,786 7otai. 50938 450061011 62843 63582 6460166268 49695 4406079762892 63580 64242. 67094= 50911444171 61276 6216179164467677141 512331 44373 59512 1,805,717 7y j Generated 4/8/2016 Page 1 of 7 Vermont F icy of Transportation Volume by Hour by Day for 8/1/2015 - 8/31/2015 District : 5 County : Chittenden Community: Essex Roadbed: ML Location: Essex VT289 0:6 mi W of VT 15 Location ID : D530 Lane Direction: 2-WAY Hour N N N N N N N N N N cr Total Iz N M v i8 r- 40 M C 00 W ao r r{ Z rN N GO aD co Co a0 06 m 12-1A 131 1331 731 70 149 153 82 76 66 65 83 1,081 1-2A 59 59 291 36 65 65_ 49, 29 37 36 48 512 2-3A 45 41 371 27 47 55, 36 27 40 36 40 431I 34A 51 38 6064 471 15 61 671 531 69 61 5861 11 �.4-5A 78I 64 1241 1431 81 131 95 1581 156 156 134 1,320 5-6A 219 i-..--1366.1-_--4121 45551� 188 82 2 99 382 490+ 464 432, 3,639 _6-7A 391' 331! 97� 1' 1,050 362+ 165 658 927 1,123 1,151 916 8,0451 j7-SA 527 4311 1,451 1,510 5391 403 1,384 1,546 1,562 1,604 996 11,953 8-9A 752 655 1,193 1,242 725 570 1,189 1,274, 1,314 1,188 760 10,862 9-10A 978 934 932 1,023 1,026 907 962 1,029 997 9651,025 10,778 10-11A 1,193 997 974 1,054 1,097 972 912 936, 11003 985'; 1,037 11,160 11-12A 1,205i 1,208 1,074 1,118 1,194 1,055 978 920 1,021 956 1,117� 11,846 112-1P 1,2021 1,125 1,100 1,171 1,153 984 926 917. 989 946 1,129 11,642� _ I 1-2P 1,171 1,163 1,689 1,074 1,090 918, 925 922',... 964 1,051 1,049 11,416' 2-3P 1,124 1,063 1,169 1,253 1,103 913 923 980',... 967 1,115 1,1211,738 3-41? 1,1541 1,129 1,387 1,499 1,154 826 1,101 1,122 1,1301 1,367 1,3171 13,186 i4-5P 1,279 1,036 1,705 1,773 1,099 856 1,209 1,317 1,287. 1,598! 1,564 14,723 15-6P 1,019 1,012 1,529 1,636 892 857 1,247 1,366 1,455 1,558 1,496 14,067 ,6-7P 931 886 998 1,120 813 813 954 1,000 1,122 1,142 1,086 10,865 7-8P 717 696' 694 758� 670 718j 705 737 841V 829 8161 8,181 8-9P 576 5161 584 6061 603 528 536 609 65 '. 665 667' 8 6,548 9-10P 490 3401 378 4541 540 415 371 405'::.. 500 485+ 512 4,890 10-11P 322 1631 207 311` 303 215 194 227; 294 2891 3011 2,826 11-12P 210 120 1151 14411 191 127 135 130' 157 1531 2111 1,693 Total: 15824 14276 18285 19591. 15131 12743 159111 17103' 18233 18875i17916I 183,888 Collection Type: CC 1/4 GCnerated 4/8/2016 Page 1 of 3 LAMOUREUX & DICKINSON CONSULTING ENGINEERS, INC. INTERSECTION TURNING MOVEMENT VOLUMES PROJECT / TOWN: 0' Brien Home Farm South Burlington BY: R. Dickinson PROJECT #: 14145 CHECKED: INTERSECTION: VT 116 & Kennedy Drive COUNT DAY/DATE: VTRANS 8-04-15 AM/PM?: PM (4:30-5:30) ENTER DHV ADJ. FACTOR: = 1.024 ENTER GROWTH FACTORS: AREA TYPE = Rural P/S BASE YEAR 2020 = 1.03 FUT. YEAR 2025 = 1.06 ( 146) ( 200) ( 68) KEY [ 154 ] [ 211 ] [ 72 ] ( ) OBSERVED PEAK { 158 } { 217 } { 741 HOUR VOLUME IL 40 y [ ] 2020 DHV { } 2025 DHV ( 210)[ 221]{ 228171 ( 523) [ 552 ] { 5681 4 ( 108)[ 114]{ 1171 V K ( 142)[ 150]{ 154} F ( 677)[ 714]{ 735} IL ( 109)[ 115]{ 118} T T R T 71 T ( 157) ( 336 ) ( 64 ) T [ 166 ] [ 354 ] [ 681 NORTH { 170 } { 365 } { 69 } TOTAL APPROACH VOLUMES: YEAR WEST EAST NORTH SOUTH COUNT ( 1821) ( 1583) ( 1102) ( 974 ) 2020 [ 1921 ] [ 1671 ] [ 1162 ] [ 1028 ] 2025 { 1976 } { 1718 } { 1196 } { 1056 } 8/9/2016 LAMOUREUX & DICKINSON CONSULTING ENGINEERS, INC. INTERSECTION TURNING MOVEMENT VOLUMES PROJECT / TOWN: 0' Brien Home Farm South Burlington BY: R. Dickinson PROJECT #: 14145 CHECKED: INTERSECTION: Kimball Ave & Kennedy Drive COUNT DAY/DATE: VTRANS 6-22-15 AM/PM?: PM (4:30-5:30) ENTER DHV ADJ. FACTOR: = 1.027 ENTER GROWTH FACTORS: AREA TYPE = Rural P/S BASE YEAR 2020 = 1.03 FUT. YEAR 2025 = 1.06 ( 347) [ 367 ] { 378 } + ( 206)[ 218]{ 2241 to 13) ( -3 ( 14) 14] [ 3] [ 151 14} { 3} { 15} Ile y V KEY ( ) OBSERVED PEAK HOUR VOLUME [ ] 2020 DHV { } 2025 DHV K ( 10)[ 11]{ 11} E- ( 329) [ 348 ] { 358 } IC ( 119)[ 126]{ 130} T T R T 71 T ( 422) ( 15) ( 286 ) T [ 446 ] [ 16 ] [ 303 ] NORTH _{ 459 } { 16 } { 3111 TOTAL APPROACH VOLUMES: YEAR WEST EAST NORTH SOUTH COUNT ( 1335) ( 1105) ( 73) ( 1051 ) 2020 [ 1412 ] [ 1170 ] [ 78 ] [ 1112 ] 2025 { 1453 } { 1203 } { 79 } { 1143 } 8/9/2016 Hinesburg Rd 146 200 68 K 4 y Kennedy 210 71 R 142 Drive 523 4 E 677 571 E 764 571 4 108 till K 109 13 y IL 3 y R T 71 R 71 157 336 64 1 9 Eldredge St 37 421 21 Ile y 15 71 IC 9 Hayes Ave 0 E 1 Eldredge St 31 IC 1 31 497 7 Hinesburg Rd P:\2014\14145\2106-08 TIA\TURNFIG 2025 PM.gpw, 08/09/16 1- Bayberry Ln 13 3 14 fe y y 18 71 E 764 347 4 R 16 Kennedy E 329 Ile 206 U Drive Ile 119 _ R 71 15 ;pp I 42 15 286 I 2 New City Road'B" Kimball Ave Raw Counts PM Peak Hour Kennedy Drive Hayes Ave Hinesburg Rd 158 217 74 fe y y 228 71 568 + 117 till R 170 37 Ile 15 71 0 4 31 V R 31 R 154 E 735 697 4 E 831 622 E 831 (L 118 14 N IC 3 0 N IC 0 365 69 1 10 0 0 Eldredge St New City Road "B" 394 21 � y R 9 E 1 Eldredge St IL 1 580 7 Hinesburg Rd P:\20141141451,2106-08 TIA\TURNFIG 2025 PM.gpw, 08/09/16 -2- Bayberry Ln 14 3 Ile y _ 20 71 378 4 224 �A 459 6 Kimball Ave 15 y I R 11 Kennedy E 358 Drive IC 130 71 311F_ 2025 No -Build PM Peak Hour Kennedy 0 4 Drive 24 V 13 Hayes Ave 0 4 Hinesburg Rd 21 0 + V 0 E 0 0 4 IC 13 0 V T ;pp 12 0 64 y K 28 E 0 Eldredge St T IIL 4 7 Hinesburg Rd E 13 10 4 + 0 Ii iC 71 ( K 71 5 0 0 Eldredge St New City Road "B" P:\2014\14145\2106-08 TIA\TURNFIG 2025 PM.gpw, 08/09/16 -3- Enter 71 Exit 37 108 Bayberry Ln 18 6 4 E 11 Kennedy 0 4 N Drive 7 7 Kimball Ave Zones 1 & 3 PB PM Peak Hour Trips Hinesburg Rd Ile � 238 74 y y Kennedy 228 71 568 Drive 141 �I R T 71 183 377 69 37 394 85 Ile y y 15 71 K 154 F 735 Ile 131 F 632 4 �I Ile 0 U K 71 I K 71 0 0 Eldredge St New City Road Hayes Ave 0 4 F 1 Eldredge St 31 V Ile 5 31 580 14 Hinesburg Rd P:\2014\14145\2106-08 TIA\TURNFIG 2025 PM.gpw, 08/09/16 -4- Bayberry Ln 14 3 15 Ile y y R 11 Kennedy F 369 20 it E 849 384 iC 0 228 y Drive iC 130 16 F 466 16 311 Kimball Ave 2025 Partial Build PM Peak Hour Kennedy 51 Drive 18 �11 R 11 Hayes Ave 0 Hinesburg Rd 19 59 + N K 59 E 51 99 4 IIC 0 9 V T 10 0 0 38 40 11 K 21 E 0 Eldredge St IC 20 0 22 Hinesburg Rd E 116 3 4 E 0 28 4 100 111 tt 56 23 N 21 I K 70 3 112 48 Eldredge St New City Road "B" P:\2014\14145\2106-08 TIA\TURNFIG 2025 PM.gpw, 08/09/16 -5- Enter 225 Exit 204 429 K 23 Bayberry Ln Kimball Ave E 33 Kennedy Drive I Total Project PM Peak Hour Trips Hinesburg Rd 158 236 133 Ille V Kennedy 228 7i R 213 Drive 619 4 E 786 � 135 K 118 V R T 71 R 71 181 375 69 Eldredge St 37 394 59 � � y 15 71 R 30 Hayes Ave 0 4 E 1 Eldredge St 31 iL 21 R 31 580 29 Hinesburg Rd Bayberry Ln 14 3 15 Ile y y 20 71 R 11 Kennedy E- 625 4 E 831 406 4 E 391 Drive iC 100 N IK 56 247 V K 130 R 71 I Ot 71 112 48 48 12 6 311 New City Road "B" Kimball Ave P:\2014\14145\2106-08 TIA\TURNFIG 2025 PM.gpw, 08/09/16 -6- 2025 Build PM Peak Hour LAMOUREUX & DICKINSON CONSULTING ENGINEERS, INC. INTERSECTION TURNING MOVEMENT VOLUMES PROJECT/TOWN: O'Brien Home Farm South Burlington BY: R. Dickinson PROJECT #: 14145 CHECKED: INTERSECTION: VT 116 & Kennedy Drive COUNT DAY/DATE: VTRANS 8-04-15 AM/PM?: AM (7:45-8:45) ENTER DHV ADJ. FACTOR: = 1.024 ENTER GROWTH FACTORS: AREA TYPE = Rural P/S BASE YEAR 2020 = 1.03 FUT. YEAR 2025 = 1.06 ( 135) ( 251) [ 142 ] [ 265 ] [ { 147 } { 272 } { ie + 88) KEY 93 ] ( ) OBSERVED PEAK 961 HOUR VOLUME 2020 DHV { } 2025 DHV ( 91)[ 96]{ 991X R ( 33)[ 35]{ 36} ( 562)[ 593]{ 61014 E ( 443)[ 467]{481} ( 168)[ 177]{ 1821V IC ( 65)[ 69]{ 711 T R T a T ( 162) ( 270) ( 98 ) T [ 171 ] [ 285 ] [ 1031 NORTH { 176 } { 293 } { 1061 TOTAL APPROACH VOLUMES: YEAR WEST EAST NORTH SOUTH COUNT ( 1561) ( 1289 ) ( 868) ( 1014 ) 2020 [ 1646 ] [ 1360 ] [ 9161 [ 10701 2025 { 1695 } { 1400 1 { 943 1 { 1100 1 LAMOUREUX & DICKINSON CONSULTING ENGINEERS, INC. INTERSECTION TURNING MOVEMENT VOLUMES PROJECT/TOWN: O'Brien Home Farm South Burlington BY: R. Dickinsr.)n PROJECT #: 141.45 CHECKED: INTERSECTION: Kimball Ave & Kennedy Drive COUNT DAY/DATE: VTRANS 6-23-15 AM/PM?: AM (7:30-8:30) ENTER DHV ADJ. FACTOR: = 1.027 ENTER GROWTH FACTORS: AREA TYPE = Rural P/S BASE YEAR 2020 = 1.03 FUT. YEAR 2025 = 1.06 ( 317)[ 335]{ ( 298)[ 315]{ 11 71 345 } 4 324 } ti 10) ( 20 ) KEY 11 ] [ 211 ( ) OBSERVED PEAK 11 } { 221 HOUR VOLUME 2020 DHV { } 2025 DHV E ( 237) [ 251 ] { 258 } IC ( 363) [ 384 ] { 395 } T T T 70 T ( 159) ( 2) ( 153) T [ 168] [ 2] [ 1621 NORTH { 173 } { 21 { 167 } TOTAL APPROACH VOLUMES: YEAR WEST EAST NORTH SOUTH COUNT ( 1023) ( 1093) ( 47) ( 985 ) 2020 [ 1082 ] [ 11561 [ 50 ] [ 1042 ] 2025 { 1113 } { 1190 1 { 511 { 1072 1 Hinesburg Rd 135 251 88 Ile y V Kennedy 91 71 K 33 Drive 562 443 168 Ile 65 V K + 71 162 270 98 7 502 9 le y 27 71 Hayes Ave 4 4 E 1 Eldredge St 21 till f< 3 43 535 6 Hinesburg Rd Bayberry Ln 11 10 20 Ile y y 1 7! K 3 Kennedy E E 317 4 E 237 Drive Ile y K 298 y IC 363 159 2 153 Eldredge St New City Road "B" Kimball Ave P:\2014\14145\2106-08 TIA\TURNFIG 2025 AM.gpw, 08/09/16 1_ Raw Counts AM Peak Hour Hinesburg Rd 147 272 96 Ile y y Kennedy 99 M 610 4 K E 36 481 Drive 182 Ile 71 y R T 71 176 293 106 7 509 9 Ile 40 y 27 71 R 26 Hayes Ave 4 4 E 1 Eldredge St 21 U K 3 R T 43 2 522 6 Hinesburg Rd Bayberry Ln 12 11 le + 1 71 F 670 4 E 443 345 4 IC 0 V K 0 324 V K 71 K 71 I K T 0 0 173 2 Eldredge St New City Road "B" Kimball Ave P:\2014\14145\2106-08 TIA\TURNFIG 2025 AM.gpw, 08/09/16 -2- 22 y IC 3 E 258 Kennedy K 395 Drive 71 167 2025 No -Build AM Peak Hour Hinesburg Rd 5 0 y y Kennedy 0 Drive K 22 Hayes Ave 0 4 T 70 19 0 15 y K 0 E 0 tt 13 0 4 E 13 16 4 0 V 0 �jl 7 I 0 0 Eldredge St New City Road "B" E 0 Eldredge St IC 6 2 Hinesburg Rd P:\2014\14145\2106-08 TIA\TURNFIG 2025 AM.gpw, 08/09/16 -3- Enter 17 Exit 57 74 Bayberry Ln E, 5 9 4 F 3 Kennedy tt 0 6 y Drive 2 Kimball Ave Zones 1 & 3 PB AM Peak Hour Trips Hinesburg Rd 147 fe 277 + 96 yI Kennedy 99 610 R 36 E 481 Drive 188 Ile 84 V R T 71 198 312 106 7 509 24 Ile y 27 71 R 70 Hayes Ave 4 4 E 1 Eldredge St 21 �ll R � T IIC 9 43 522 8 Hinesburg Rd { Bayberry Ln 1 12 11 22 le y y 1 71 K 3 Kennedy E 686 4 E 448 354 4 E 261 Drive Ile 0 V Ile 0 330 y Ile 395 R 71 R 71 R rr 71 0 0 175 2 167 Eldredge St New City Road "B" Kimball Ave P:\2014\14145\2106-08 TIA\TURNFIG 2025 AM.gpw, 08/09/16 -4- 2025 Partial Build AM Peak Hour Hinesburg Rd 5 47 y y Kennedy R 54 Drive 49 4 E- 47 95 4 4 �I Ile 0 2 V KTX A 18 14 0 4 Eldredge St 0 10 4 y R 33 Hayes Ave 0 E 0 Eldredge St Ile 20 T T 0 16 Hinesburg Rd E- 95 4 4 94 V K Xf101 47 New City Road "B" P-\2014\14145\2106-08 TIA\TURNFIG 2025 AM.gpw, 08/09/16 -5- Enter 163 Exit 205 368 Bayberry Ln E 0 30 E 21 Kennedy le 41 21 y Drive R 20 Kimball Ave Total Project AM Peak Hour Trips Hinesburg Rd 147 277 143 Ile � y y Kennedy 99 211 90 Drive 659 4 E 528 186 �hi K T 71 194 307 106 7 509 19 le 4 y 27 71 Hayes Ave 4 4 E 1 Eldredge St 21 V iC 23 43 522 22 Hinesburg Rd Bayberry Ln 12 11 Ile 1 71 E 674 4 E 443 375 K 94 V Ile 41 345 V K 7i K 71 K T 101 47 193 2 Eldredge St New City Road "B" Kimball Ave P:\2014\14145\2106-08 TIA\TURNFIG 2025 AM.gpw, 08/09/16 -6- 22 y R 3 Kennedy E 279 Drive IIL 395 167 F- 2025 Build AM Peak Hour APPENDIX C Peak Hour Trip Generation & Distribution Calculations LAMOUREUX & DICKINSON ESSEX, VT 05452 VEHICULAR TRIP GENERATION PROJECT NAME: O'Brien Home Farm ANALYST; R. Dickinson PROJECT #: 14145 CHECKED,. SOURCE: TRIP GENERATION, ITE, 9TH EDITION Existing ITE AVG. -- AM PEAK HOUR -- PM PEAK HOUR -- LAND-USE DESCRIPTION L.U.C. SIZE UNITS WKDY ENTER EXIT TOTAL ENTER EXIT TOTAL APARTMENT 220 70 UNITS 466 7 29 36 28 15 43 RESIDENTIAL CONDOMINIUM 230 47 UNITS 333 5 23 28 21 11 32 TOTALS 799 12 52 64 49 26 75 VTE/DAY VTE/HOUR VTEIHOUR Zone 1 - New City Roads C, D & Pvt. Road ITE AVG. -- AM PEAK HOUR -- PM PEAK HOUR -- LAND-USE DESCRIPTION L.U.C. SIZE UNITS WKDY ENTER EXIT TOTAL ENTER EXIT TOTAL SINGLE FAMILY DWELLING 210 32 UNITS 305 6 18 24 24 14 38 RESIDENTIAL CONDOMINIUM 230 4 UNITS 39 1 3 4 3 1 4 344 7 21 28 27 15 42 VTE/DAY VTE/HOUR VTE/HOUR Zone 2 - New City Road B ITE AVG. -- AM PEAK HOUR -- PM PEAK HOUR -- LAND-USE DESCRIPTION L.U.C. SIZE UNITS WKDY ENTER EXIT TOTAL ENTER EXIT TOTAL APARTMENT 220 300 UNITS 1,942 30 121 151 119 64 183 GENERAL OFFICE BUILDING 710 27.500 SQ. FT 492 60 8 68 7 34 41 MEDICAL OFFICE BUILDING 720 27,500 SQ. FT, 994 52 14 66 25 86 91 TOTALS 3,428 142 143 285 151 164 315 VTE/DAY VTE/HOUR VTE/HOUR Zone 3 - New City Roads A & E ITE AVG- -- AM PEAK HOUR -- PM PEAK HOUR -- LAND-USE DESCRIPTION L.U.C. SIZE UNITS WKDY ENTER EXIT TOTAL ENTER EXIT TOTAL SINGLE FAMILY DWELLING 210 27 UNITS 257 5 15 20 20 12 32 RESIDENTIAL CONDOMINIUM 230 54 UNITS 376 5 27 32 24 12 36 633 10 42 52 44 24 68 VTE/DAY VTE/HOUR VTE/HOUR P:\2014\14145\2106-08 TIA\TRIPGEN 9th ed.qpw, 08/09/16 Kennedy Drive Hayes Ave Hinesburg Rd 0% 35% y R 35% 0% 30% 0% y y R E le 25% T T 30% 0% 90% y y 0% 4 F 25% 25% 4 F 25% 15% 4 0% N 0% V IL 0% 10% N 71 I I K 71 K 25% 0% 0% 10% Eldredge St New City Road E 0% Eldredge St fe 10% 10% Hinesburg Rd P:\2014\14145\2106-08 TIA\TURNFIG PROJ TRIP,AMpw, 08/09/16 -1- Enter Exit Bayberry Ln Kimball Ave E, Kennedy Drive Zone 1 PB Project Trip Dist. Kennedy 0 4 Drive 2 y R Hayes Ave Hinesburg Rd 2 0 + y E ft 2 T T 6 0 6 40 V 0 4 E 2 5 F 2 3 4 0 V 2 N 71 I R Eldredge St New City Road "B" E Eldredge St Ile 1 Hinesburg Rd P:\2014\14145\2106-08 TIA\TURNFIG PROJ TRIP AM.gpw, 08/09/16 -2- Enter 7 Exit 21 28 Bayberry Ln E 1 Kennedy Drive Kimball Ave Zone 1 - PB 7 Project Trips Hinesburg Rd 30% 0% y y Kennedy 0% + Drive 35% V �T� 35% 30% 0% K 0% E- 0% 0% 65% y y 65°Iv Hayes Ave 0°/ 4 E 0% Eldredge St Ile ^) % T T 10% H nesburg Rd Bayberry Ln E 0% 10% + F 0% 5% 4 0% N Ile 25% )% N �� K Vp K 10% 0% 15% 10% Eldredge St New City Road "B" Kimball Ave P,\2014\14145\2106-08 TIA\TURNFIG PROJ TRIPAM.gpw, 08/09/16 -3- Enter Exit F 15% Kennedy Drive Zone 1 - FB Project Trip Dist. Kennedy 0 Drive 2 y R 7 Hayes Ave Hinesburg Rd 2 0 + N F 0 4 E 0 2 4 le 0 O N o N T T T 6 0 Eldredge St y y R E Eldredge St fL T Hinesburg Rd P:\2014\14145\2106-08 TIA\TURNFIG PROJ TRIP AM.gpw, 08/09/16 -4- Bayberry Ln F E, Kennedy Ile y Drive R T f R 0 3 New City Road "B" Kimball Ave Enter 7 Exit 21 28 f Zone 1 - FB l Project Trips Hinesburg Rd Kennedy 0% 4 Drive 35% N R 35% Hayes Ave 30% 0% � y R 0% E 0% 0% � fL 25% 0% N T � 30% 0% 0% 90, y ti E 0% Eldredge St Ile 10% 21 10� Hinesburg Rd Bayberry Ln F 25% 25% 4 F 25% 15% 4 0% V It 0% 10% V 71 I K 71 1 K 25% 0% 0% 10% Eldredge St New City Road "B" Kimball Ave P:\2014\14145\2106-08 TIA\TURNFIG PROJ TRIP AM.gpw, 08/09/16 -5- Enter Exit F 15% Kennedy Drive f Zone 3 - PB l Project Trip Dist. Kennedy 0 4 Drive 4 V R 15 Hayes Ave f Hinesburg Rd 3 0 + y R E 0 + E 11 I[ 0 V 0 V T T T 13 0 Eldredge St 0 9 y y E Eldredge St Ile Hinesburg Rd P:\2014\14145\2106-08 TIA\TURNFIG PROJ TRIPAM.gpw, 08/09/16 -6- Bayberry Ln F 3 Ile 0 V R 70 � R 1 New City Road "B" Kimball Ave Enter 10 52 E 2 Kennedy Drive Zone 3 - PB Project Trips Kennedy Drive Hinesburg Rd 10% 20% .11 R 25% Hayes Ave 4 25% 15% y y R 10% F 10% ft 0% T T 20% 0% 5% F 20% 5% F 0% 15% + 20% y 5% .y Ile 25% 10% U �I F R 71 R 5% 20% 20% 10% Eldredge St New City Road 45% y y R 45% F 0% Eldredge St Y. 10% % 10% Hinesburg Rd P:\2014\14145\2106-08 TIA\TURNFIG PROJ TRIPAM.gpw, 08/09/16 -7- Enter Exit Bayberry Ln Kimball Ave F 15% Kennedy Drive Zone 3 - FB Project Trip Dist. Kennedy 1 4 Drive 2 y R 11 Hayes Ave 0 Hinesburg Rd 3 2 + N K 4 E 4 2 4 IC 0 2 y T 70 8 0 5 y y E Eldredge St Ille 0 1 Hinesburg Rd E 2 2 4 E 0 4 1 V Ile 3 y 1� 1$ R Eldredge St New City Road P:\2014\14145\2106-08 TIA\TURNFIG PROJ TRIP AM.gpw, 08/09/16 -8- Enter 10 Exit 42 52 Bayberry Ln E Kennedy Drive Kimba" Ave Zone 3 - FB Project Trips Kennedy 0 Drive 6 y R 22 Hayes Ave 0 Hinesburg Rd 5 0 y y R F Ile 19 T 1 19 0 0 15 + V 0 0 0 4 13 0 V F 0 Eldredge St Ile 6 70 0 2 Hinesburg Rd F 13 16 + F 0 V Ile 71 IR X 7 0 0 (— Eldredge St New City Road "B" P:\2014\14145\2106-08 TIA\TURNFIG PROJ TRIPAM.gpw, 08/09/16 -9- Enter 17 Exit 63 80 Bayberry Ln 5 9 4 0 6 V R 2 Kimball Ave E 3 Kennedy Drive Zones 1 & 3 PB Project Trips Kennedy 1 4 Drive 4 V R 18 Hayes Ave 0 4 Hinesburg Rd 5 2 y y R 4 F 4 IL 0 T X 14 0 0 10 y N 2 4 E 2 4+ E 0 9 4 2 N 1 N IL 5 6 N 71 I K X K 4 8 11 2 Eldredge St New City Road E 0 Eldredge St IL 6 T 0 2 Hinesburg Rd P:\2014\14145\2106-08 TIA\TURNFIG PROJ TRIPAM.gpw, 08/09/16 -10- Enter 17 Exit 63 80 Bayberry Ln + 3 Kennedy Drive Kimball Ave Zones 1 & 3 FB Project Trips Kennedy 35% Drive 0% �I 0 Hayes Ave 0% 4 Hinesburg Rd 0% 30% + N K 35% F 30% 65% 4 0% ]1 0% 0% 0% 0% + V E 0% Eldredge St Ile 10% 71 0% 10% Hinesburg Rd Bayberry Ln F 0 65/0 0% 0 E 0% 12 /o 0 0 4 E Kennedy � 65% .y ft 25% 13% y Drive 71 71 0% 65% 25% 13% Eldredge St New City Road "B" Kimball Ave P:\2014\14145\2106-08 TIA\TURNFIG PROJ TRIPAM.gpw, 08/09/16 -11- Enter Zone 2C Project Trip D st. Hinesburg Rd Bayberry Ln y y Kennedy 39 + F 7 73 4 F 14 0 4 F 0 E Kennedy Drive 0 �1 IL 0 0 V 73 y Ile 28 Drive 111 R T 71 T R 71 0 0 14 6 I 15 Eldredge St New City Road "B" Kimball Ave y y , K Enter 112 Hayes Ave E Eldredge St Exit 22 Ile 134 Hinesburg Rd Zone 2C Project Trips P:\2014\14145\2106-08 TIA\TURNFIG PROJ TRIP AM.gpw, 08/09/16 -12- Kennedy 30% Drive 0% �I oR Hayes Ave 0% Hinesburg Rd 0% 35% + y K 35% F 30% 65% 0�i o 0% 0% y y E 0% Eldredge St 10% 0% 10% Hinesburg Rd + 65% 0% 65% y �R T 0% f 65% 25% Eldredge St New City Road "B" P:\2014\14145\2106-08 TIA\TURNFIG PROJ TRIP AM.gpw, 08/09/16 -13- Enter Bayberry Ln f ° 0/0 15/o ° E 15c Kennedy ' 11C 25% 10% y Drive R 10% Kimball Ave Zone 2R Project Trip Dist. Kennedy 9 4 Drive 0 y R 0 Hayes Ave 0 -� Hinesburg Rd 0 11 y N R 42 + 36 K 0 T T 0 0 0 0 y N 20 F 79 0 4 0 20 N 71 I K 71 0F 79 30 Eldredge St New City Road E- 0 Eldredge St K 12 70 0 3 Hinesburg Rd P:\2014\14145\2106-08 TIA\TURNFIG PROJ TRIPAM.gpw, 08/09/16 -14- Enter 30 Exit 121 151 Bayberry Ln E 0 18 E Kennedy fC 8 12 N Drive R Kimball Ave Zone 2R Project Trips Kennedy 48 Drive 0 y R 0 Hayes Ave 0 Hinesburg Rd 0 45 y y R 50 F 43 Ile 0 Tx 0 0 0 0 + N 93 + F 93 0 93 -� 0 t1t �I K X�0 93 36 Eldredge St New City Road f- 0 Eldredge St It 14 T 0 14 Hinesburg Rd P \2014\14145\2106-08 TIA\TURNFIG PROJ TRIP AM.gpw, 08/09/16 -15- Enter 142 Exit 143 285 Bayberry Ln F 0 21 4 Ile 36 15 V R 18 Kimball Ave F 18 Kennedy Drive Zone 2 C+R Project Trips Hinesburg Rd Bayberry Ln Kennedy 49 4 54 EE 47 95 4 4-95 4 E 0 30 4 E 21 Kennedy Drive 4 V Ile 2 V 0 94 V ft 41 21 y Drive 14 T 8 0 I 4 I 10 I 20 Eldredge St New City Road "B" Kimball Ave 0 10 y y R 33 Enter 159 Hayes Ave 0 E 0 Eldredge St Exit 206 K 20 365 T � 0 16 Hinesburg Rd Total Project Build -Out AM Peak Hour Trips P_\2014\14145\2106-08 TIA\TURNFIG PROJ TRIP AM.gpw, 08/09/16 1 6 Hinesburg Rd Kennedy 0% 4 Drive 35% V R 35% Hayes Ave 0% + F 0% Eldredge St Y. 10% T T 10% Hinesburg Rd 30% 0% y V 30% 0% 90% y y F 0% + F 25% 25% F 25% 15% 4 it 25% 0% V 0% y K 0% 10% V. 71 R 71 I R 25%F 0% 0% 10% Eldredge St New City Road "B" P:\2014\14145\2106-08 TIA\TURNFIG PROJ TRIP&M,, 08/09/16 1- Enter Exit Bayberry Ln Kimball Ave F 15% Kennedy Drive I Zone 1 PB Project Trip Dist. Kennedy 0 Drive 9 y R 5 Hayes Ave 0 Hinesburg Rd 8 0 y V T A 5 0 24 y y 0 4 E 7 4 4 F 7 2 0 V 1y 71 R 4 Eldredge St New City Road "B" E Eldredge St Ile 21 Hinesburg Rd P:\2014\14145\2106-08 TIA\TURNFIG PROJ TRIP PM.gpw, 08/09/16 -2- Enter 27 Exit 15 42 Bayberry Ln Kimball Ave E Kennedy Drive Zone 1 - PB Project Trips Hinesburg Rd 30% 0% + y Kennedy 0% 4 Drive 35% �J1 R 35% K 5% Hayes Ave 0% E 0% Eldredge St IIC 10% T T 0% 10% Hinesburg Rd F � Ile 0% V T T 30% 0% 0% 65% y V Bayberry Ln F 0% 10% 4 E 0% 15% 4 0% y fe 25% 10% N 71 F I R 71 I R 10% 0% 15% 10% Eldredge St New City Road ' " Kimball Ave P:\2014\14145\2106-08 TIA\TURNFIG PROJ TRIP PM.gpw, 08/09/16 -3- Enter Exit E 15 Kennedy Drive Zone 1 - FB Pro'ect Trip Dist. Kennedy 0 4 Drive 9 y R 5 Hayes Ave 4 Hinesburg Rd 8 0 + S K F 0 4 E 0 IC 0 0 V T7;, F 5 0 " Eldredge St 18 y y R 16 F 0 Eldredge St IL 2 3 Hinesburg Rd P:\2014\14145\2106-08 TIA\TURNFIG PROJ TRIP PM.gpw, 08/09/16 -4- Bayberry Ln 2 E 0 2 4 0 �1 Ile 7 2 U --� 0 2 f 3 New City Road "B" Kimball Ave Enter 27 Exit 15 42 E Kennedy Drive Zone 1 - FB Project Trips Hinesburg Rd 30% 0% y y Kennedy 0% Drive 35% �1 R T 71 35% 30% 0% 0% 90% + V R 0% F 0% 0% lie 25 i° 0% �Iii R Hayes Ave E Eldredge St (t Hinesburg Rd + 25% 25% 4 0% U _ 71 R 71 25% 0% 0% Eldredge St New City Road P:\2014\14145\2106-08 TIA\TURNFIG PROJ TRIP PM.gpw, 08/09/16 -5- Enter Exit Bayberry Ln F 25% 15% 4 E Kennedy it 0% 10% V Drive R 10% Kimball Ave Zone 3 - PB Project Trip Dist. Kennedy 0 Drive 15 �I R 8 Hayes Ave 0 4 Hinesburg Rd 13 0 + V it 0 E 0 0 + IC 6 0 V T 21 7 0 0 40 y y R 17 E 0 Eldredge St ft 2 0 4 Hinesburg Rd Bayberry Ln E 6 6 4 E 11 4 4 0 V ft 0 2 V 71 R 71 K 1 0 0 4 Eldredge St New City Road "B" Kimball Ave P:\2014\14145\2106-08 TIA\TURNFIG PROJ TRIP PM.gpw, 08/09/16 -6- Enter 44 Exit 24 68 E Kennedy Drive Zone 3 - PB f Project Trips Hinesburg Rd 25% 15% y y Kennedy 10% 4 Drive 20% N R T 71 25% 20% 0% Hayes Ave 0% 45% y V K 10% F 10% 5% 4 le 0% 20% N F 0% Eldredge St Ile 10% 711 0% 10% Hinesburg Rd F 20% 5% 5% y 71 R 71 5% 20% 20% Eldredge St New City Road P:\2014\14145\2106-08 TIA\TURNFIG PROJ TRIP PM.gpw, 08/09/16 -7- Enter Exit Bayberry Ln F 0% 15% F 15% Kennedy IC 25% 10% y Drive R 10% Kimball Ave f Zone 3 - FB l Project Trip Dist. Kennedy 4 4 Drive 9 y R 6 Hayes Ave 0 Hinesburg Rd 11 7 + N K 2 E 2 1 4 IL 0 9 N T T 5 0 0 20 y y R 11 F 0 Eldredge St Ile 2 0 4 Hinesburg Rd E 9 1 4 E 2 71 I I R 5 Eldredge St New City Road "B" P:\2014\14145\2106-08 TIA\TURNFIG PROJ TRIP PM.gpw, 08/09/16 -8- Enter 44 Exit 24 68 Bayberry Ln 0 4 11 2 �1 R 4 Kimball Ave E 7 Kennedy Drive I Zone 3 - FB Project Trips Hinesburg Rd 21 0 � y Kennedy 0 Drive 24 �1 R T 71 13 12 0 Hayes Ave 0 + 0 64 + V F 0 E 0 IL 13 0 4 F 13 10 F 18 6 0 V 0 IL 0 4 y 71 K 71 K 5 0 0 7 Eldredge St New City Road E 0 Eldredge St IL 4 0 7 Hinesburg Rd P:\2014\14145\2106-08 TIA\TURNFIG PROJ TRIP PM.gpw, 08/09/16 -9- Enter 71 Exit 39 110 Bayberry Ln F 11 Kennedy Drive Kimball Ave Zones 1 & 3 PB Project Trips Hinesburg Rd 19 7 y y Kennedy R 2 Drive 4 F 2 1 18 Ile 0 9 V R T T 11 10 0 0 38 y U Hayes Ave 0 E 0 Eldredge St f< 4 70 Hinesburg Rd F 9 3 4 E 2 till t< T I I R 3 57 Eldredge St New City Road "B" P:\2014\14145\2106-08 TIA\TURNFIG PROJ TRIP PM.gpw, 08/09/16 -10- Enter 71 Exit 39 110 Bayberry Ln 0 6 4 18 4 �I R 7 Kimball Ave F 11 Kennedy Drive f Zones 1 & 3 FB� l Project Trips Kennedy Drive Hayes Ave 35% 4 0% y R 0% 0% 4 I Hinesburg Rd 0% 30% + V K 35% F 30% 65% T X 0% 0% 0° 0% y V K 0% E 0% Eldredge St Ile 10% T 0 10% H nesburg Rd Bayberry Ln F 65% 0% F 0% 12% 4 65% y Ile 25% 13% N 71 R 71 R 0% Eldredge St New City Road "B" Kimball Ave P:\2014\14145\2106-08 TIA\TURNFIG PROJ TRIP PM,gpw, 08/09/16 11- Enter Exit 46 Kennedy Drive f Zone 2C l Project Trip Dist. Kennedy 11 Drive o y R 0 Hayes Ave 0 Hinesburg Rd 0 10 y y E Ile 0 0 0 0 + V 35 30 0 21 4 E 65 0 0 U 21 �1 71 R 71 0 Eldredge St New City Road "B" E Eldredge St Ile T 0 3 Hinesburg Rd P:\2014\14145\2106-08 TIA\TURNFIG PROJ TRIP PM.gpw, 08/09/16 -12- Enter 32 Exit 100 132 Bayberry Ln I E 0 4 E, Kennedy K 8 y Drive R 4 Kimball Ave f Zone 2C l Project Trips Kennedy 30% -� Drive 0% y R 0% Hayes Ave Hinesburg Rd 0% 35% + V K 35% F 30% 65% 4 F 65% Ile 0% 0% y T T TI 0% 0% Eldredge St 0% y y osu E 0% Eldredge St K 10% T 0% 10% Hinesburg Rd P:\2014\14145\2106-08 TIA\TURNFIG PROJ TRIP PM.gpw, 08/09/16 -13- Bayberry Ln 0% 4 E- 0% 15% 4 E Kennedy 65% Ile 25% 10% V Drive 71 65% 25% 10% F New City Road "B" Kimball Ave Enter Exit f Zone 2R l Project Trip Dist. Kennedy Drive Hayes Ave Hinesburg Rd Bayberry Ln y y K 22 36 4 E 19 77 E 0 4 E 0 10 + + Kennedy 0 V Ile 0 0 V 77 V Ile 30 6 V Drive T R 71 0 0 0 0 0 0 42 16 12 Eldredge St New City Road "B" Kimball Ave 0 0 y V R + Enter 119 0 + E Eldredge St Exit 64 IIL 183 0 12 Hinesburg Rd Zone 2R Project Trips P:\2014\14145\2106-08 TIA\TURNFIG PROJ TRIP PM.gpw, 08/09/16 -14- Hinesburg Rd 0 52 y y Kennedy 47 Drive 0 y R T T 0 0 0 Hayes Ave 0 -� F 57 F 49 98 F 107 0 4 F IL 0 0 y 98 y Ile 71 R 70 I 107 41 F Eldredge St New City Road "B" 0 0 y y R 0 E 0 Eldredge St Ile 16 0 15 Hinesburg Rd P:\2014\14145\2106-08 TIA\TURNFIG PROJ TRIP PM.gpw, 08/09/16 -15- Enter 151 Exit 164 315 0 22 4 38 19 V Bayberry Ln R 16 Kimball Ave E 22 Kennedy Drive f Zone 2 C+R l Project Trips Kennedy 51 Drive 18 �1 R 11 k Hayes Ave 0 -� Hinesburg Rd 19 59 + V R 59 F 51 99 ft 0 9 N T � 10 0 0 38 y y R 21 E 0 Eldredge St Ile 20 20 0 22 Hinesburg Rd F 116 3 4 F 0 100 V K s f 11 2 8 Eldredge St New City Road "B" P-.\2014\14145\2106-08 TIA\TURNFIG PROJ TRIP PM.gpw, 08/09/16 -16- Enter 222 Exit 203 425 0 28 56 23 �1 Bayberry Ln R 23 Kimball Ave F 33 Kennedy Drive I f Total Project Build -Out l PM Peak Hour Trips APPENDIX D Kennedy Dr/Hinesburg Rd Intersection Capacity Analyses Lanes, Volumes, Timings 2025 AM No -Build 1: Hinesburg Rd & Kennedy Dr Baseline Lane 4-_ t 1 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBR Lane Configurations tt r ' tt r t r t r Volume (vph) 99 610 182 71 481 36 176 293 106 96 272 147 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 125 125 125 125 125 125 125 125 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1662 3323 1487 1662 3323 1487 1662 1749 1487 1662 1749 1487 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1662 3323 1487 1662 3323 1487 1662 1749 1487 1662 1749 1487 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 182 109 109 147 Link Speed (mph) 30 30 30 30 Link Distance (ft) 593 1171 1284 659 Travel Time (s) 13.5 26.6 29.2 15.0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.�0 1.00 Adj. Flow (vph) 99 610 182 71 481 36 176 293 106 96 272 147 Shared Lane Traffic (%) Lane Group Flow (vph) 99 610 182 71 481 36 176 293 106 96 272 147 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 11 11 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex "I+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 &0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 5 2 3 1 6 7 3 8 1 7 4 5 Permitted Phases 2 6 8 4 Detector Phase 5 2 3 1 6 7 3 8 1 7 4 5 P:1201411414512106-08 TIAISynchro12025 AM No-Build.syn 8/9/2016 R. Dickinson Page 1 Lanes, Volumes, Timings 2025 AM No -Build 1: Hinesburg Rd & Kennedy Dr Baseline -A � t 1. 1 V Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Minimum Initial (s) 1.0 4.0 1.0 1.0 4.0 1.0 1.0 4.0 1.0 1.0 4.0 1.0 Minimum Split (s) 7.0 22.0 7.0 7.0 22.0 7.0 7.0 22.0 7.0 7.0 22.0 7.0 Total Split (s) 15.0 30.0 22.0 12.0 27.0 18.0 22.0 30.0 12.0 18.0 26.0 15.0 Total Split (%) 16.7% 33.3% 24.4% 13.3% 30.0% 20.0% 24.4% 33.3% 13.3% 20.0% 28.9% 16.7% Maximum Green (s) 9.0 24.0 16.0 6.0 21.0 12.0 16.0 24.0 6.0 12.0 20.0 9.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None None C-Min None None None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 10.8 32.3 51.9 8.9 28.1 44.0 15.6 25.7 38.6 11.9 19.5 34.3 Actuated g/C Ratio 0.12 0.36 0.58 0.10 0.31 0.49 0.17 0.29 0.43 0.13 0.22 0.38 v/c Ratio 0.50 0.51 0.19 0.43 0.46 0.05 0.61 0.59 0.15 0.44 0.72 0.22 Control Delay 46.3 26.9 2.2 47.3 28.3 0.1 43.8 33.5 3.8 41.9 44.3 3.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Q.0 Total Delay 46.3 26.9 2.2 47.3 28.3 0.1 43.8 33.5 3.8 41.9 44.3 3.9 LOS D C A D C A D C A D D A Approach Delay 24.0 28.9 31.2 32.3 Approach LOS C C C C Queue Length 50th (ft) 52 161 0 38 124 0 92 144 0 51 141 0 Queue Length 95th (ft) 117 248 39 #102 201 0 177 260 36 109 #275 45 Internal Link Dist (ft) 513 1091 1204 579 Turn Bay Length (ft) 125 125 125 125 125 125 125 125 Base Capacity(vph) 209 1197 968 165 1036 814 332 518 701 258 427 665 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.47 0.51 0.19 0.43 0.46 0.04 0.53 0.57 0.15 0.37 0.64 0.22 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 65 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.72 Intersection Signal Delay: 28.4 Intersection LOS: C Intersection Capacity Utilization 58.2% ICU Level of Service B Analysis Period (min) 60 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. P:1201411414512106-08 TIA1Synchro12025 AM No-Build.syn 8/9/2016 R. Dickinson Page 2 Lanes, Volumes, Timings 2025 AM No -Build 1: Hinesburg Rd & Kennedy Dr Baseline Splits and Phases: 1: Hinesburg Rd & Kennedv Dr ■poi 2 (R I 03 I ■ o4 12s 30S 222S 266 l _ 0 ` ! 06 {R) 07 I too P:12014114145\2106-08 TIA1Synchro12025 AM No-Build.syn 8/9/2016 R. Dickinson Page 3 Lanes, Volumes, Timings 2025 AM Partial Build 1: Hinesburg Rd & Kennedy Dr Baseline Lane EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations tt r tt it t r r Volume (vph) 99 610 188 84 481 36 198 312 106 96 277 147 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 125 125 125 125 125 125 125 125 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1662 3323 1487 1662 3323 1487 1662 1749 1487 1662 1749 1487 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1662 3323 1487 1662 3323 1487 1662 1749 1487 1662 1749 1487 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 188 109 109 147 Link Speed (mph) 30 30 30 30 Link Distance (ft) 593 1171 1284 659 Travel Time (s) 13.5 26.6 29.2 15.0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 99 610 188 84 481 36 198 312 106 96 277 147 Shared Lane Traffic (%) Lane Group Flow (vph) 99 610 188 84 481 36 198 312 106 96 277 147 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 11 11 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 5 2 3 1 6 7 3 8 1 7 4 5 Permitted Phases 2 6 8 4 Detector Phase 5 2 3 1 6 7 3 8 1 7 4 5 P:1201411414512106-08 TIA1Synchro12025 AM Partial Build.syn 8/9/2016 R. Dickinson Page 1 Lanes, Volumes, Timings 2025 AM Partial Build 1: Hinesburg Rd & Kennedy Dr Baseline Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Minimum Initial (s) 1.0 4.0 1.0 1.0 4.0 1.0 1.0 4.0 1.0 1.0 4.0 1.0 Minimum Split (s) 7.0 22.0 7.0 7.0 22.0 7.0 7.0 22.0 7.0 7.0 22.0 7.0 Total Split (s) 15.0 30.0 22.0 12.0 27.0 18.0 22.0 30.0 12.0 18.0 26.0 15.0 Total Split (%) 16.7% 33.3% 24.4% 13.3% 30.0% 20.0% 24.4% 33.3% 13.3% 20.0% 28.9% 16.7% Maximum Green (s) 9.0 24.0 16.0 6.0 21.0 12.0 16.0 24.0 6.0 12.0 20.0 9.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None None C-Min None None None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 10.8 29.1 49.3 9.0 27.3 43.2 16.2 26.5 39.5 11.9 19.7 34.5 Actuated g/C Ratio 0.12 0.32 0.55 0.10 0.30 0.48 0.18 0.29 0.44 0.13 0.22 0.38 v/c Ratio 0.50 0.57 0.21 0.51 0.48 0.05 0.66 0.61 0.15 0.44 0.73 0.22 Control Delay 46.3 28.9 2.3 50.7 29.0 0.1 45.9 33.7 3.7 41.9 44.6 3.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.3 28.9 2.3 50.7 29.0 0.1 45.9 33.7 3.7 41.9 44.6 3.9 LOS D C A D C A D C A D D A Approach Delay 25.3 30.3 32.5 32.6 Approach LOS C C C C Queue Length 50th (ft) 52 163 0 45 126 0 103 151 0 51 143 0 Queue Length 95th (ft) 117 248 40 #126 201 0 #213 279 36 109 #282 45 Internal Link Dist (ft) 513 1091 1204 579 Turn Bay Length (ft) 125 125 125 125 125 125 125 125 Base Capacity(vph) 209 1085 924 166 1013 802 332 525 713 258 427 668 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.47 0.56 0.20 0.51 0.47 0.04 0.60 0.59 0.15 0.37 0.65 0.22 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 65 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay: 29.5 Intersection LOS: C Intersection Capacity Utilization 60.4% ICU Level of Service B Analysis Period (min) 60 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. P:12014114145\2106-08 TIA1Synchro12025 AM Partial Build.syn 8/9/2016 R. Dickinson Page 2 Lanes, Volumes, Timings 2025 AM Partial Build 1: Hinesburg Rd & Kennedy Dr Baseline Splits and Phases: 1: Hinesburg Rd & Kennedy Dr [ 1 --*Q2(R) I 03 I R o4 1+2i�S003a■ a 22 s' 26 s ❑ 5 06 (R) 07 I t os P:12014114145\2106-08 TIAISynchro12025 AM Partial Build.syn 8/9/2016 R. Dickinson Page 3 Lanes, Volumes, Timings 2Q25 AM Build 1: Hinesburg Rd & Kennedy Dr Baseline Lane EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r Vi tt r Vi t r t" r Volume (vph) 99 659 186 71 528 90 194 307 106 143 277 147 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 125 125 125 125 125 125 125 125 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1662 3323 1487 1662 3323 1487 1662 1749 1487 1662 1749 1487 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1662 3323 1487 1662 3323 1487 1662 1749 1487 1662 1749 1487 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 186 109 109 147 Link Speed (mph) 30 30 30 30 Link Distance (ft) 593 1171 1284 659 Travel Time (s) 13.5 26.6 29.2 15.0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 99 659 186 71 528 90 194 307 106 143 277 147 Shared Lane Traffic (%) Lane Group Flow (vph) 99 659 186 71 528 90 194 307 106 143 277 147 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 11 11 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 5 2 3 1 6 7 3 8 1 7 4 5 Permitted Phases 2 6 8 4 Detector Phase 5 2 3 1 6 7 3 8 1 7 4 5 P:1201411414512106-08 TIA1Synchro12025 AM Build.syn 8/9/2016 R. Dickinson Page 1 Lanes, Volumes, Timings 2025 AM Build 1: Hinesburg Rd & Kennedy Dr Baseline Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Minimum Initial (s) 1.0 4.0 1.0 1.0 4.0 1.0 1.0 4.0 1.0 1.0 4.0 1.0 Minimum Split (s) 7.0 22.0 7.0 7.0 22.0 7.0 7.0 22.0 7.0 7.0 22.0 7.0 Total Split (s) 15.0 30.0 22.0 12.0 27.0 18.0 22.0 30.0 12.0 18.0 26.0 15.0 Total Split (%) 16.7% 33.3% 24.4% 13.3% 30.0% 20.0% 24.4% 33.3% 13.3% 20.0% 28.9% 16.7% Maximum Green (s) 9.0 24.0 16.0 6.0 21.0 12.0 16.0 24.0 6.0 12.0 20.0 9.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None None C-Min None None None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 10.7 32.0 52.1 8.5 27.5 44.5 16.1 22.9 35.3 12.9 19.7 34.4 Actuated g/C Ratio 0.12 0.36 0.58 0.09 0.31 0.49 0.18 0.25 0.39 0.14 0.22 0.38 v/c Ratio 0.50 0.56 0.20 0.46 0.52 0.11 0.65 0.69 0.16 0.60 0.73 0.22 Control Delay 46.7 27.7 2.2 48.9 29.5 2.4 45.5 39.0 3.8 47.4 44.6 3.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.7 27.7 2.2 48.9 29.5 2.4 45.5 39.0 3.8 47.4 44.6 3.9 LOS D C A D C A D D A D D A Approach Delay 24.7 28.0 34.9 34.8 Approach LOS C C C C Queue Length 50th (ft) 53 174 0 39 140 0 101 153 0 76 143 0 Queue Length 95th (ft) 117 272 39 #102 222 25 #200 274 36 #165 #282 45 Internal Link Dist (ft) 513 1091 1204 579 Turn Bay Length (ft) 125 125 125 125 125 125 125 125 Base Capacity (vph) 207 1182 966 158 1016 805 332 505 651 258 427 666 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.48 0.56 0.19 0.45 0.52 0.11 0.58 0.61 0.16 0.55 0.65 0.22 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 65 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay: 29.8 Intersection LOS: C Intersection Capacity Utilization 60.8% ICU Level of Service B Analysis Period (min) 60 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. P:1201411414512106-08 TIA1Synchro12025 AM Build.syn R. Dickinson 8/9/2016 Page 2 Lanes, Volumes, Timings 2025 AM Build 1: Hinesburg Rd & Kennedy Dr Baseline P:1201411414512106-08 TIA1Synchro12025 AM Build.syn R. Dickinson 8/9/2016 Page 3 Lanes, Volumes, Timings 2025 No -Build DHV 1: Hinesburg Rd & Kennedy Dr Baseline Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r t r t r Volume (vph) 228 568 117 118 735 154 170 365 69 74 217 158 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 125 125 125 125 125 125 125 125 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1662 3323 1487 1662 3323 1487 1662 1749 1487 1662 1749 1487 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1662 3323 1487 1662 3323 1487 1662 1749 1487 1662 1749 1487 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 117 154 98 98 Link Speed (mph) 30 30 30 30 Link Distance (ft) 593 1171 1284 659 Travel Time (s) 13.5 26.6 29.2 15.0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 228 568 117 118 735 154 170 365 69 74 217 158 Shared Lane Traffic (%) Lane Group Flow (vph) 228 568 117 118 735 154 170 365 69 74 217 158 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 11 11 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 5 2 3 1 6 7 3 8 1 7 4 5 Permitted Phases 2 6 8 4 Detector Phase 5 2 3 1 6 7 3 8 1 7 4 5 P:1201411414512106-08 TIA1Synchro12025 PM No-Build.syn 8/9/2016 R. Dickinson Page 1 Lanes, Volumes, Timings 2025 No -Build DHV 1: Hinesburg Rd & Kennedy Dr Baseline Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Minimum Initial (s) 1.0 4.0 1.0 1.0 4.0 1.0 1.0 4.0 1.0 1.0 4.0 1.0 Minimum Split (s) 7.0 22.0 7.0 7.0 22.0 7.0 7.0 22.0 7.0 7.0 22.0 7.0 Total Split (s) 21.0 37.0 18.0 18.0 34.0 15.0 18.0 30.0 18.0 15.0 27.0 21.0 Total Split (%) 21.0% 37.0% 18.0% 18.0% 34.0% 15.0% 18.0% 30.0% 18.0% 15.0% 27.0% 21.0% Maximum Green (s) 15.0 31.0 12.0 12.0 28.0 9.0 12.0 24.0 12.0 9.0 21.0 15.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.Q Recall Mode None C-Min None None C-Min None None None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 17.0 36.3 54.2 12.8 32.0 46.2 13.9 24.7 41.5 10.2 21.0 42.1 Actuated g/C Ratio 0.17 0.36 0.54 0.13 0.32 0.46 0.14 0.25 0.42 0.10 0.21 0.42 v/c Ratio 0.81 0.47 0.14 0.56 0.69 0.20 0.74 0.84 0.10 0.44 0.59 0.23 Control Delay 65.9 27.1 2.9 51.6 34.6 3.4 63.2 57.5 1.9 50.5 42.5 8.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 65.9 27.1 2.9 51.6 34.6 3.4 63.2 57.5 1.9 50.5 42.5 8.1 LOS E C A D C A E E A D D A Approach Delay 33.7 31.8 52.8 31.7 Approach LOS C C D C Queue Length 50th (ft) 141 153 0 71 220 0 105 218 0 45 122 22 Queue Length 95th (ft) #314 236 34 145 #338 45 #244 #436 19 101 225 74 Internal Link Dist (ft) 513 1091 1204 579 Turn Bay Length (ft) 125 125 125 125 125 125 125 125 Base Capacity (vph) 289 1205 864 232 1066 780 237 454 691 182 402 688 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.79 0.47 0.14 0.51 0.69 0.20 0.72 0.80 0.10 0.41 0.54 0.23 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 75 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 36.6 Intersection LOS: D Intersection Capacity Utilization 69.6% ICU Level of Service C Analysis Period (min) 60 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. P:1201411414512106-08 TIA1Synchro12025 PM No-Build.syn 8/9/2016 R. Dickinson Page 2 Lanes, Volumes, Timings 2025 No -Build DHV 1: Hinesburg Rd & Kennedy Dr Baseline Splits and Phases: 1: Hinesburq Rd & Kennedv Dr I— R) �18s 03 I 0 18s Jrs — ) 275 u 4 I ! (R) I p7 } I'p3 is 0134i 1 P:1201411414512106-08 TIA1Synchro12025 PM No-Build.syn 8/9/2016 R. Dickinson Page 3 Lanes, Volumes, Timings 2025 Partial Build DHV 1: Hinesburg Rd & Kennedy Dr Baseline .-* ---r sir v t !* • : ./ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r t r t r Volume (vph) 228 568 141 131 735 154 183 377 69 74 238 158 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 125 125 125 125 125 125 125 125 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.850 At Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1662 3323 1487 1662 3323 1487 1662 1749 1487 1662 1749 1487 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1662 3323 1487 1662 3323 1487 1662 1749 1487 1662 1749 1487 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 141 154 98 98 Link Speed (mph) 30 30 30 30 Link Distance (ft) 593 1171 1284 659 Travel Time (s) 13.5 26.6 29.2 15.0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 228 568 141 131 735 154 183 377 69 74 238 158 Shared Lane Traffic (%) Lane Group Flow (vph) 228 568 141 131 735 154 183 377 69 74 238 158 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 11 11 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 5 2 3 1 6 7 3 8 1 7 4 5 Permitted Phases 2 6 8 4 Detector Phase 5 2 3 1 6 7 3 8 1 7 4 5 P:1201411414512106-08 TIAISynchro12025 PM Partial Build.syn 8/9/2016 R. Dickinson Page 1 Lanes, Volumes, Timings 2025 Partial Build DHV 1: Hinesburg Rd & Kennedy Dr Baseline Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Minimum Initial (s) 1.0 4.0 1.0 1.0 4.0 1.0 1.0 4.0 1.0 1.0 4.0 1.0 Minimum Split (s) 7.0 22.0 7.0 7.0 22.0 7.0 7.0 22.0 7.0 7.0 22.0 7.0 Total Split (s) 21.0 37.0 18.0 18.0 34.0 15.0 18.0 30.0 18.0 15.0 27.0 21.0 Total Split (%) 21.0% 37.0% 18.0% 18.0% 34.0% 15.0% 18.0% 30.0% 18.0% 15.0% 27.0% 21.0% Maximum Green (s) 15.0 31.0 12.0 12.0 28.0 9.0 12.0 24.0 12.0 9.0 21.0 15.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None None C-Min None None None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 17.0 35.7 53.9 13.0 31.7 45.9 14.2 25.1 42.1 10.2 21.1 42.1 Actuated g/C Ratio 0.17 0.36 0.54 0.13 0.32 0.46 0.14 0.25 0.42 0.10 0.21 0.42 v/c Ratio 0.81 0.48 0.16 0.61 0.70 0.20 0.78 0.86 0.10 0.44 0.65 0.23 Control Delay 65.9 27.4 2.7 54.0 34.9 3.4 67.8 60.0 1.9 50.5 44.8 8.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 65.9 27.4 2.7 54.0 34.9 3.4 67.8 60.0 1.9 50.5 44.8 8.1 LOS E C A D C A E E A D D A Approach Delay 33.1 32.6 55.9 33.4 Approach LOS C C E C Queue Length 50th (ft) 141 153 0 79 220 0 114 227 0 45 136 22 Queue Length 95th (ft) #314 236 38 #170 #338 45 #268 #456 19 101 247 74 Internal Link Dist (ft) 513 1091 1204 579 Turn Bay Length (ft) 125 125 125 125 125 125 125 125 Base Capacity(vph) 289 1186 869 232 1061 776 239 454 696 182 402 688 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.79 0.48 0.16 0.56 0.69 0.20 0.77 0.83 0.10 0.41 0.59 0.23 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 75 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.86 Intersection Signal Delay: 37.7 Intersection LOS: D Intersection Capacity Utilization 70.2% ICU Level of Service C Analysis Period (min) 60 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. P:1201411414512106-08 TIA1Synchro12025 PM Partial Build.syn 8/9/2016 R. Dickinson Page 2 Lanes, Volumes, Timings 2025 Partial Build DHV 1: Hinesburg Rd & Kennedy Dr Baseline Splits and Phases: 1: Hinesburg Rd & Kennedy Dr ,,i I 2 I t 0 I� 04 4-- v5 06 ) I 07 I I s - ■ P:1201411414512106-08 TIA1Synchro12025 PM Partial Build.syn 8/9/2016 R. Dickinson Page 3 Lanes, Volumes, Timings 2Q25 Build DHV 1: Hinesburg Rd & Kennedy Dr Baseline Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r Vi t r ' t r Volume (vph) 228 619 135 118 786 213 181 375 69 133 236 158 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 125 125 125 125 125 125 125 125 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.850 Fit Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1662 3323 1487 1662 3323 1487 1662 1749 1487 1662 1749 1487 Fit Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1662 3323 1487 1662 3323 1487 1662 1749 1487 1662 1749 1487 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 135 172 98 98 Link Speed (mph) 30 30 30 30 Link Distance (ft) 593 1171 1284 659 Travel Time (s) 13.5 26.6 29.2 15.0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 228 619 135 118 786 213 181 375 69 133 236 158 Shared Lane Traffic (%) Lane Group Flow (vph) 228 619 135 118 786 213 181 375 69 133 236 158 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 11 11 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.04 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 5 2 3 1 6 7 3 8 1 7 4 5 Permitted Phases 2 6 8 4 Detector Phase 5 2 3 1 6 7 3 8 1 7 4 5 P:1201411414512106-08 TIA1Synchro12025 PM Build.syn 8/9/2016 R. Dickinson Page 1 Lanes, Volumes, Timings 2025 Build DHV 1: Hinesburg Rd & Kennedy Dr Baseline -► --t !�* Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Minimum Initial (s) 1.0 4.0 1.0 1.0 4.0 1.0 1.0 4.0 1.0 1.0 4.0 1.0 Minimum Split (s) 7.0 22.0 7.0 7.0 22.0 7.0 7.0 22.0 7.0 7.0 22.0 7.0 Total Split (s) 21.0 37.0 18.0 18.0 34.0 15.0 18.0 30.0 18.0 15.0 27.0 21.0 Total Split (%) 21.0% 37.0% 18.0% 18.0% 34.0% 15.0% 18.0% 30.0% 18.0% 15.0% 27.0% 21.0% Maximum Green (s) 15.0 31.0 12.0 12.0 28.0 9.0 12.0 24.0 12.0 9.0 21.0 15.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min None None C-Min None None None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 16.6 35.2 53.1 12.8 31.3 46.4 13.9 25.0 41.8 11.0 22.1 42.8 Actuated g/C Ratio 0.17 0.35 0.53 0.13 0.31 0.46 0.14 0.25 0.42 0.11 0.22 0.43 v/c Ratio 0.83 0.53 0.16 0.56 0.76 0.27 0.79 0.86 0.10 0.73 0.61 0.23 Control Delay 69.8 28.5 2.8 51.6 37.1 5.2 69.8 59.6 1.9 69.5 42.6 8.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 69.8 28.5 2.8 51.6 37.1 5.2 69.8 59.6 1.9 69.5 42.6 8.1 LOS E C A D D A E E A E D A Approach Delay 34.5 32.5 56.2 39.0 Approach LOS C C E D Queue Length 50th (ft) 141 169 0 71 241 14 113 225 0 83 135 22 Queue Length 95th (ft) #314 260 37 145 #396 74 #264 #452 19 #208 246 74 Internal Link Dist (ft) 513 1091 1204 579 Turn Bay Length (ft) 125 125 125 125 125 125 125 125 Base Capacity (vph) 282 1170 855 232 1044 782 234 454 695 184 402 697 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.81 0.53 0.16 0.51 0.75 0.27 0.77 0.83 0.10 0.72 0.59 0.23 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 75 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.86 Intersection Signal Delay: 38.7 Intersection LOS: D Intersection Capacity Utilization 74.8% ICU Level of Service D Analysis Period (min) 60 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. P:1201411414512106-08 TIA1Synchro12025 PM Build.syn 8/9/2016 R. Dickinson Page 2 Lanes, Volumes, Timings 2025 Build DHV 1: Hinesburg Rd & Kennedy Dr Baseline Splits and Phases: 1: Hinesbura Rd & Kennedv Dr f p1 - (R) I t 03 1 10 18s -. 37s i8s 2�s i l 4-- 05 ! p6 (Ri I � � I I O3 15i M34 $ �' �, ��. � i 15 1 P:1201411414512106-08 TIAISynchro12025 PM Build.syn 8/9/2016 R. Dickinson Page 3 APPENDIX E Kennedy Dr/New City Road “B” Intersection Capacity Analyses Lanes, Volumes, Timings 2025 AM Build 2: New Street "B" & Kennedy Dr Baseline Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations tT+ tt '� r Volume (vph) 674 94 41 443 101 47 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 150 0 150 Storage Lanes 0 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.982 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3264 0 1662 3323 1662 1487 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3264 0 1662 3323 1662 1487 Right Turn on Red Yes Yes Satd. Flow (RTOR) 24 47 Link Speed (mph) 30 30 30 Link Distance (ft) 1011 1167 313 Travel Time (s) 23.0 26.5 7.1 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 674 94 41 443 101 47 Shared Lane Traffic (%) Lane Group Flow (vph) 768 0 41 443 101 47 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 11 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 Turning Speed (mph) 9 15 15 9 Number of Detectors 2 1 2 1 1 Detector Template Thru Left Thru Left Right Leading Detector (ft) 100 20 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 6 20 6 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type NA Prot NA Prot pm+ov Protected Phases 2 1 6 8 1 Permitted Phases 8 Detector Phase 2 1 6 8 1 P:12014114145\2106-08 TIA1Synchro12025 AM Build.syn 8/9/2016 R. Dickinson Page 4 Lanes, Volumes, Timings 2025 AM Build 2: New Street "B" & Kennedy Dr Baseline Lane Group EBT EBR WBL WBT NBL NBR Switch Phase Minimum Initial (s) 4.0 1.0 4.0 4.0 1.0 Minimum Split (s) 22.0 7.0 22.0 22.0 7.0 Total Split (s) 48.0 14.0 62.0 28.0 14.0 Total Split (%) 53.3% 15.6% 68.9% 31.1 % 15.6% Maximum Green (s) 42.0 8.0 56.0 22.0 8.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.Q Lead/Lag Lag Lead Lead Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Min None C-Min None None Walk Time (s) 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 61.1 9.7 72.5 12.8 24.0 Actuated g/C Ratio 0.68 0.11 0.81 0.14 0.27 v/c Ratio 0.35 0.23 0.17 0.43 0.11 Control Delay 8.9 46.0 1.2 40.2 6.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 8.9 46.0 1.2 40.2 6.7 LOS A D A D A Approach Delay 8.9 5.0 29.5 Approach LOS A A C Queue Length 50th (ft) 100 23 15 53 0 Queue Length 95th (ft) 196 m56 5 109 26 Internal Link Dist (ft) 931 1087 233 Turn Bay Length (ft) 150 150 Base Capacity (vph) 2223 195 2677 443 445 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.35 Q.21 0.17 0.23 0.11 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 12 (13%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 55 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.43 Intersection Signal Delay: 9.8 Intersection LOS: A Intersection Capacity Utilization 40.6% ICU Level of Service A Analysis Period (min) 60 m Volume for 95th percentile queue is metered by upstream signal. P:1201411414512106-08 TIAISynchro12025 AM Build.syn 8/9/2016 R. Dickinson Page 5 Lanes, Volumes, Timings 2025 AM Build 2: New Street "B" & Kennedy Dr Baseline Splits and Phases: 2: New Street "B" & Kennedy Dr e31 --0*02 (R) I i s -% s 6 s P:1201411414512106-08 TIAISynchro12025 AM Build.syn 8/9/2016 R. Dickinson Page 6 Lanes, Volumes, Timings 2025 Build DHV 2: New Street "B" & Kennedy Dr Baseline Lane EBT EBR WBL WBT NBL NBR Lane Configurations tT+ tt r Volume (vph) 625 100 56 831 112 48 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 150 0 150 Storage Lanes 0 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.979 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3254 0 1662 3323 1662 1487 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3254 0 1662 3323 1662 1487 Right Turn on Red Yes Yes Satd. Flow (RTOR) 29 48 Link Speed (mph) 30 30 30 Link Distance (ft) 1011 1167 313 Travel Time (s) 23.0 26.5 7.1 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 625 100 56 831 112 48 Shared Lane Traffic (%) Lane Group Flow (vph) 725 0 56 831 112 48 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 11 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 Turning Speed (mph) 9 15 15 9 Number of Detectors 2 1 2 1 1 Detector Template Thru Left Thru Left Right Leading Detector (ft) 100 20 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 6 20 6 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type NA Prot NA Prot pm+ov Protected Phases 2 1 6 8 1 Permitted Phases 8 Detector Phase 2 1 6 8 1 P:1201411414512106-08 TIA1Synchro12025 PM Build.syn 8I912016 R. Dickinson Page 4 Lanes, Volumes, Timings 2025 Build DHV 2: New Street "B" & Kennedy Dr Baseline Lane Group EBT EBR WBL WBT NBL NBR Switch Phase Minimum Initial (s) 4.0 1.0 4.0 4.0 1.0 Minimum Split (s) 22.Q 7.0 22.0 22.0 7.0 Total Split (s) 50.0 12.0 62.0 28.0 12.0 Total Split (%) 55.6% 13.3% 68.9% 31.1 % 13.3% Maximum Green (s) 44.0 6.0 56.0 22.0 6.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lag Lead Lead Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Min None C-Min None None Walk Time (s) 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 59.9 10.4 72.0 13.4 25.2 Actuated g/C Ratio 0.67 0.12 0.80 0.15 0.28 v/c Ratio 0.33 0.29 0.31 0.46 0.11 Control Delay 9.5 34.6 4.6 40.2 6.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 9.5 34.6 4.6 40.2 6.2 LOS A C A D A Approach Delay 9.5 6.4 30.0 Approach LOS A A C Queue Length 50th (ft) 96 32 73 59 0 Queue Length 95th (ft) 192 m37 m164 118 26 Internal Link Dist (ft) 931 1087 233 Turn Bay Length (ft) 150 150 Base Capacity (vph) 2174 194 2658 443 453 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.33 0.29 0.31 0.25 0.11 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 62 (69%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 55 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.46 Intersection Signal Delay: 9.8 Intersection LOS: A Intersection Capacity Utilization 40.0% ICU Level of Service A Analysis Period (min) 60 m Volume for 95th percentile queue is metered by upstream signal. P:1201411414512106-08 TIA1Synchro12025 PM Build.syn 8/9/2016 R. Dickinson Page 5 Lanes, Volumes, Timings 2025 Build DHV 2: New Street "B" & Kennedy Dr Baseline lits and Phases: 2: New Street "B" & Kennedy Dr 01 2 fR I 12s - I06 {R1 � P:1201411414512106-08 TIA1Synchro12025 PM Build.syn 8/9/2016 R. Dickinson Page 6 APPENDIX F Kennedy Dr/Kimball Ave Intersection Capacity Analyses Lanes, Volumes, Timings 2025 AM No -Build 3: Kimball Ave/Bayber Ln & Kennedy Dr Baseline ` --r► *-- 4-- t l �► t 4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r 0 *T r *T+ Volume (vph) 1 345 324 395 258 3 173 2 167 22 11 12 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 125 125 450 0 0 150 0 0 Storage Lanes 1 1 1 0 0 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.998 0.850 0.964 Flt Protected 0.950 0.950 0.953 0.976 Satd. Flow (prot) 1496 2991 1338 1496 2985 0 0 1500 1338 0 1481 0 Flt Permitted 0.950 0.950 0.762 0.827 Satd. Flow (perm) 1496 2991 1338 1496 2985 0 0 1200 1338 0 1255 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 324 2 167 12 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1167 827 492 255 Travel Time (s) 26.5 18.8 11.2 5.8 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 1 345 324 395 258 3 173 2 167 22 11 12 Shared Lane Traffic (%) Lane Group Flow (vph) 1 345 324 395 261 0 0 175 167 0 45 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA Perm NA pm+ov Perm NA Protected Phases 5 2 1 6 8 1 4 Permitted Phases 2 8 8 4 Detector Phase 5 2 2 1 6 8 8 1 4 4 P:1201411414512106-08 TIAISynchro12025 AM No-Build.syn 8/9/2016 R. Dickinson Page 7 Lanes, Volumes, Timings 2025 AM No -Build 3: Kimball Ave/Bayberry Ln & Kennedy Dr Baseline Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Minimum Initial (s) 1.0 4.0 4.0 1.0 4.0 4.0 4.0 1.0 4.0 4.0 Minimum Split (s) 15.0 22.0 22.0 15.0 22.0 22.0 22.0 15.0 22.0 22.0 Total Split (s) 15.0 27.0 27.0 37.0 49.0 26.0 26.0 37.0 26.0 26.0 Total Split (%) 16.7% 30.0% 30.0% 41.1 % 54.4% 28.9% 28.9% 41.1 % 28.9% 28.9% Maximum Green (s) 9.0 21.0 21.0 31.0 43.0 20.0 20.0 31.0 20.0 20.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lag Lead Lead Lag Lead Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 13.4 29.6 29.6 29.4 54.9 19.0 52.4 19.0 Actuated g/C Ratio 0.15 0.33 0.33 0.33 0.61 0.21 0.58 0.21 v/c Ratio 0.00 0.35 0.49 0.81 0.14 0.69 0.20 0.16 Control Delay 24.0 26.4 6.3 42.7 12.9 48.1 1.5 23.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.0 26.4 6.3 42.7 12.9 48.1 1.5 23.1 LOS C C A D B D A C Approach Delay 16.6 30.8 25.3 23.1 Approach LOS B C C C Queue Length 50th (ft) 1 82 0 198 23 90 0 15 Queue Length 95th (ft) m2 146 106 #392 117 #199 26 48 Internal Link Dist (ft) 1087 747 412 175 Turn Bay Length (ft) 125 125 450 150 Base Capacity (vph) 267 992 660 552 1990 293 843 315 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.00 0.35 0.49 0.72 0.13 0.60 0.20 0.14 Intersection Summary Area Type: CBD Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green, Master Intersection Natural Cycle: 65 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.81 Intersection Signal Delay: 24.0 Intersection LOS: C Intersection Capacity Utilization 62.3% ICU Level of Service B Analysis Period (min) 60 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. P:1201411414512106-08 TIAISynchro12025 AM No-Build.syn 8/9/2016 R. Dickinson Page 8 Lanes, Volumes, Timings 2025 AM No -Build 3: Kimball Ave/Bayberry Ln & Kennedy Dr Baseline m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Kimball Ave/Bayberry Ln & Kennedy Dr —002 (R) s I � 64 27 $ s 26 s 6 (R) I-#p 5 '} I 08 s _ s ! P:1201411414512106-08 TIA1Synchro12025 AM No-Build.syn 8/9/2016 R. Dickinson Page 9 Lanes, Volumes, Timings 2025 AM Build 3: Kimball Ave/Bayberry Ln & Kennedy Dr Baseline -1, --► 4-- 4-- 41 t 1, ' $- t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tlt+ +T r Volume (vph) 1 375 345 395 279 3 193 2 167 22 11 12 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 125 125 450 0 0 150 0 0 Storage Lanes 1 1 1 0 0 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.998 0.850 0,964 Flt Protected 0.950 0.950 0.953 0.976 Satd. Flow (prot) 1496 2991 1338 1496 2985 0 0 1500 1338 0 1481 0 Flt Permitted 0.950 0.950 0.758 0.824 Satd. Flow (perm) 1496 2991 1338 1496 2985 0 0 1193 1338 0 1251 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 345 2 158 12 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1167 827 492 255 Travel Time (s) 26.5 18.8 11.2 5.8 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 1 375 345 395 279 3 193 2 167 22 11 12 Shared Lane Traffic (%) Lane Group Flow (vph) 1 375 345 395 282 0 0 195 167 0 45 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA Perm NA pm+ov Perm NA Protected Phases 5 2 1 6 8 1 4 Permitted Phases 2 8 8 4 Detector Phase 5 2 2 1 6 8 8 1 4 4 P:1201411414512106-08 TIA1Synchro12025 AM Build.syn 8/9/2016 R. Dickinson Page 7 Lanes, Volumes, Timings 2025 AM Build 3: Kimball Ave/Bayberry Ln & Kennedy Dr Baseline Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Minimum Initial (s) 1.0 4.0 4.0 1.0 4.0 4.0 4.0 1.0 4.0 4.0 Minimum Split (s) 15.0 22.0 22.0 15.0 22.0 22.0 22.0 15.0 22.0 22.0 Total Split (s) 15.0 27.0 27.0 37.0 49.0 26.0 26.0 37.0 26.0 26.0 Total Split (%) 16.7% 30.0% 30.0% 41.1 % 54.4% 28.9% 28.9% 41.1 % 28.9% 28.9% Maximum Green (s) 9.0 21.0 21.0 31.0 43.0 20.0 20.0 31.0 20.0 20.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lag Lead Lead Lag Lead Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 13.2 28.7 28.7 29.2 54.0 20.1 53.3 20.1 Actuated g/C Ratio 0.15 0.32 0.32 0.32 0.60 0.22 0.59 0.22 v/c Ratio 0.00 0.39 0.52 0.81 0.16 0.73 0.20 0.16 Control Delay 19.0 30.1 12.5 43.4 12.9 50.8 1.7 22.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.0 30.1 12.5 43.4 12.9 50.8 1.7 22.7 LOS B C B D B D A C Approach Delay 21.7 30.7 28.1 22.7 Approach LOS C C C C Queue Length 50th (ft) 1 57 2 198 27 99 2 14 Queue Length 95th (ft) m1 172 195 #392 125 #232 28 48 Internal Link Dist (ft) 1087 747 412 175 Turn Bay Length (ft) 125 125 450 150 Base Capacity (vph) 264 955 662 549 1954 293 851 316 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.00 0.39 0.52 0.72 0.14 0.67 0.20 0.14 Intersection Summary Area Type: CBD Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green, Master Intersection Natural Cycle: 65 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0,81 Intersection Signal Delay: 26.4 Intersection LOS: C Intersection Capacity Utilization 64.5% ICU Level of Service C Analysis Period (min) 60 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. P:1201411414512106-08 TIA1Synchro12025 AM Build.syn 8/9/2016 R. Dickinson Page 8 Lanes, Volumes, Timings 2025 AM Build 3: Kimball Ave/Bayberry Ln & Kennedy Dr Baseline m Volume for 95th percentile queue is metered by upstream signal P:1201411414512106-08 TIAISynchro12025 AM Build.syn 8/9/2016 R. Dickinson Page 9 Lanes, Volumes, Timings 2025 No -Build DHV 3: Kimball Ave/Bayberry Ln & Kennedy Dr Baseline Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r 0 *T r +T+ Volume (vph) 20 378 224 130 358 11 459 16 311 15 3 14 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 125 125 450 0 0 150 0 0 Storage Lanes 1 1 1 0 0 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.996 0.850 0.941 Flt Protected 0.950 0.950 0.954 0.977 Satd. Flow (prot) 1496 2991 1338 1496 2979 0 0 1502 1338 0 1447 0 Flt Permitted 0.950 0.950 0.710 0.819 Satd. Flow (perm) 1496 2991 1338 1496 2979 0 0 1118 1338 0 1213 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 224 3 115 14 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1167 827 492 255 Travel Time (s) 26.5 18.8 11.2 5.8 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 20 378 224 130 358 11 459 16 311 15 3 14 Shared Lane Traffic (%) Lane Group Flow (vph) 20 378 224 130 369 0 0 475 311 0 32 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA Perm NA pm+ov Perm NA Protected Phases 5 2 1 6 8 1 4 Permitted Phases 2 8 8 4 Detector Phase 5 2 2 1 6 8 8 1 4 4 P:1201411414512106-08 TIA1Synchro12025 PM No-Build.syn 8/9/2016 R. Dickinson Page 7 Lanes, Volumes, Timings 2025 No -Build DHV 3: Kimball Ave/Bayberry Ln & Kennedy Dr Baseline Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Minimum Initial (s) 1.0 4.Q 4.0 1.0 4.0 4.0 4.0 1.0 4.0 4.0 Minimum Split (s) 15.0 22.0 22.0 15.0 22.0 22.0 22.0 15.0 22.0 22.0 Total Split (s) 15.0 24.0 24.0 15.0 24.0 51.0 51.0 15.0 51.0 51.0 Total Split (%) 16.7% 26.7% 26.7% 16.7% 26.7% 56.7% 56.7% 16.7% 56.7% 56.7% Maximum Green (s) 9.0 18.0 18.0 9.0 18.0 45.0 45.0 9.0 45.0 45.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lag Lead Lead Lag Lead Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 9.2 23.1 23.1 11.5 32.6 43.4 58.9 43.4 Actuated g/C Ratio 0.10 0.26 0.26 0.13 0.36 0.48 0.65 0.48 v/c Ratio 0.13 0.49 0.44 0.68 0.34 0.88 0.34 0.05 Control Delay 37.9 32.4 7.3 58.9 25.1 44.1 4.7 7.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.9 32.4 7.3 58.9 25.1 44.1 4.7 7.5 LOS D C A E C D A A Approach Delay 23.5 33.9 28.5 7.5 Approach LOS C C C A Queue Length 50th (ft) 11 102 0 71 74 214 34 5 Queue Length 95th (ft) 36 168 84 #188 163 #490 84 21 Internal Link Dist (ft) 1087 747 412 175 Turn Bay Length (ft) 125 125 450 150 Base Capacity (vph) 182 770 510 193 1080 583 906 640 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.49 0.44 0.67 0.34 0.81 0.34 0.05 Intersection Summary Area Type: CBD Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green, Master Intersection Natural Cycle: 80 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay: 28.0 Intersection LOS: C Intersection Capacity Utilization 65.5% ICU Level of Service C Analysis Period (min) 60 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. P:1201411414512106-08 TIA1Synchro12025 PM No-Build.syn 8/9/2016 R. Dickinson Page 8 Lanes, Volumes, Timings 2025 No -Build DHV 3: Kimball Ave/Bayberry Ln & Kennedy Dr Baseline Splits and Phases: 3: Kimball Ave/Bavberry Ln & Kennedv Dr 1 —10-02(R) #�O 1 I 04 z4s iss sir El 1 06 fR) I 05 I tos 24s P:\2014\14145\2106-08 TIA1Synchro12025 PM No-Build.syn 8/9/2016 R. Dickinson Page 9 Lanes, Volumes, Timings 2025 Build DHV 3: Kimball Ave/BayberryAve/Bayberry Ln & Kennedy Dr Baseline --► ,. t r�` ,*1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r '� tT 4 r 41+ Volume (vph) 20 406 247 130 391 11 482 16 311 15 3 14 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 125 125 450 0 0 150 0 0 Storage Lanes 1 1 1 0 0 1 0 0 Taper Length (ft) 20 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.996 0.850 0.941 Flt Protected 0.950 0.950 0.954 0.977 Satd. Flow (prot) 1496 2991 1338 1496 2979 0 0 1502 1338 0 1447 0 Flt Permitted 0.950 0.950 0.709 0.815 Satd. Flow (perm) 1496 2991 1338 1496 2979 0 0 1116 1338 0 1207 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 247 3 96 14 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1167 827 492 255 Travel Time (s) 26.5 18.8 11.2 5.8 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 20 406 247 130 391 11 482 16 311 15 3 14 Shared Lane Traffic (%) Lane Group Flow (vph) 20 406 247 130 402 0 0 498 311 0 32 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA Perm NA pm+ov Perm NA Protected Phases 5 2 1 6 8 1 4 Permitted Phases 2 8 8 4 Detector Phase 5 2 2 1 6 8 8 1 4 4 P:1201411414512106-08 TIA1Synchro12025 PM Build.syn 8/9/2016 R. Dickinson Page 7 Lanes, Volumes, Timings 2025 Build DHV 3: Kimball Ave/Bayberry Ln & Kennedy Dr Baseline Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Minimum Initial (s) 1.0 4.0 4.0 1.0 4.0 4.0 4.0 1.0 4.0 4.0 Minimum Split (s) 15.0 22.0 22.0 15.0 22.0 22.0 22.0 15.0 22.0 22.0 Total Split (s) 15.0 24.0 24.0 15.0 24.0 51.0 51.0 15.0 51.0 51.0 Total Split (%) 16.7% 26.7% 26.7% 16.7% 26.7% 56.7% 56.7% 16.7% 56.7% 56.7% Maximum Green (s) 9.0 18.0 18.0 9.0 18.0 45.0 45.0 9.0 45.0 45.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lag Lead Lead Lag Lead Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min None None None None None Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 9.2 22.3 22.3 11.3 31.6 44.4 59.7 44.4 Actuated g/C Ratio 0.10 0.25 0.25 0.13 0.35 0.49 0.66 0.49 v/c Ratio 0.13 0.55 0.48 0.69 0.38 0.91 0.34 0.05 Control Delay 34.9 25.8 12.5 60.2 26.0 49.1 5.0 7.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.9 25.8 12.5 60.2 26.0 49.1 5.0 7.5 LOS C C B E C D A A Approach Delay 21.2 34.4 32.2 7.5 Approach LOS C C C A Queue Length 50th (ft) 12 111 55 72 82 231 39 5 Queue Length 95th (ft) m34 182 161 #188 178 #524 90 21 Internal Link Dist (ft) 1087 747 412 175 Turn Bay Length (ft) 125 125 450 150 Base Capacity (vph) 182 740 517 190 1048 582 910 637 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.55 0.48 0.68 0.38 0.86 0.34 0.05 Intersection Summary Area Type: CBD Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green, Master Intersection Natural Cycle: 80 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.91 Intersection Signal Delay: 28.7 Intersection LOS: C Intersection Capacity Utilization 67.7% ICU Level of Service C Analysis Period (min) 60 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. P:\2014\14145\2106-08 TIA\Synchro\2025 PM Build.syn 8/9/2016 R. Dickinson Page 8 Lanes, Volumes, Timings 2025 Build DHV 3: Kimball Ave/Bayberry Ln & Kennedy Dr Baseline m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: Kimball Ave/Bayberry Ln & Kennedy Dr 2-4s 15s 51s 06 (R) 05 I p$ 21xJ 1 5 s l P:1201411414512106-08 TIA1Synchro12025 PM Build.syn 8/9/2016 R. Dickinson Page 9 APPENDIX G Hinesburg Rd/Eldredge St/Hayes Ave Intersection Capacity Analyses HCM 2010 TWSC 2025 AM No -Build 4: Hinesburg Rd & Hayes Ave/Eldredge St Baseline Intersection Int Delay, s/veh 1.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 27 4 21 3 1 26 43 522 6 9 509 7 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - - None - None - None Storage Length - - - - 200 - - 200 - Veh in Median Storage, # - 0 - 0 - - 0 - - 0 Grade, % 0 - - 0 - - 0 - - 0 Peak Hour Factor 100 100 100 100 100 100 100 100 100 1CI0 100 100 Heavy Vehicles, % 5 5 5 5 5 5 5 5 5 5 5 5 Mvmt Flow 27 4 21 3 1 26 43 522 6 9 509 7 Major/Minor Minor2 Minor1 Major1 Malor2 Conflicting Flow All 1156 1145 513 1154 1145 525 516 0 0 _ 528 0 0 Stage 1 531 531 - 611 611 - - - - _ _ _ Stage 2 625 614 - 543 534 - - - _ Critical Hdwy 7.15 6.55 6.25 7.15 6.55 6.25 4.15 4.15 - Critical Hdwy Stg 1 6.15 5.55 - 6.15 5.55 - - - _ Critical Hdwy Stg 2 6.15 5.55 - 6.15 5.55 - - _ Follow-up Hdwy 3.545 4.045 3.345 3.545 4.045 3.345 2.245 2.245 Pot Cap-1 Maneuver 171 197 555 172 197 547 1035 - 1024 Stage 1 526 521 - 476 480 - - _ Stage 2 468 478 - 519 520 - - _ Platoon blocked, % _ Mov Cap-1 Maneuver 156 187 555 157 187 547 1035 1024 Mov Cap-2 Maneuver 156 187 - 157 187 - - _ Stage 1 504 516 - 456 460 - Stage 2 426 458 - 491 515 - - - Approach EB WB NB SB HCM Control Delay, s 25.9 14.3 0.6 0.1 HCM LOS D B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1035 224 417 1024 HCM Lane V/C Ratio 0.042 0.232 0.072 0.009 HCM Control Delay (s) 8.6 25.9 14.3 8.5 HCM Lane LOS A D B A - HCM 95th %tile Q(veh) 0.1 - 0.9 0.2 0 P:1201411414512106-08 TIA1Synchro12025 AM No-Build.syn 8/9/2016 R. Dickinson Page 1 HCM 2010 TWSC 2025 AM Partial Build 4: Hinesburg Rd & Hayes Ave/Eldredge St Baseline Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 27 4 21 9 1 70 43 522 8 24 509 7 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None None - - None - - None Storage Length - - - 200 - 200 - Veh in Median Storage, # - 0 - - 0 - 0 - 0 - Grade, % - 0 - 0 - 0 - 0 Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 5 5 5 5 5 5 5 5 5 5 5 5 Mvmt Flow 27 4 21 9 1 70 43 522 8 24 509 7 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1209 1177 513 1185 1176 526 516 0 0 5W 0 0 Stage 1 561 561 - 612 612 - - - - Stage 2 648 616 - 573 564 - - - Critical Hdwy 7.15 6.55 6.25 7.15 6.55 6.25 4.15 4.15 - Critical Hdwy Stg 1 6.15 5.55 - 6.15 5.55 - - - - - Critical Hdwy Stg 2 6.15 5.55 - 6.15 5.55 - - - Follow-up Hdwy 3.545 4.045 3.345 3.545 4.045 3.345 2.245 2.245 Pot Cap-1 Maneuver 157 189 555 164 189 546 1035 - 1022 Stage 1 507 505 - 475 479 - - - - - Stage 2 454 477 - 499 504 - - - Platoon blocked, % _ Mov Cap-1 Maneuver 130 177 555 148 177 546 1035 1022 Mov Cap-2 Maneuver 130 177 - 148 177 - - Stage 1 486 493 455 459 - Stage 2 379 457 465 492 - - - Approach EB WB NB SB HCM Control Delay, s 30.3 15.9 0.6 0.4 HCM LOS D C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1035 - 194 411 1022 - HCM Lane V/C Ratio 0.042 - - 0.268 0.195 0.023 HCM Control Delay (s) 8.6 - 30.3 15.9 8.6 - HCM Lane LOS A - D C A HCM 95th %tile Q(veh) 0.1 - 1.1 0.7 0.1 - P:1201411414512106-08 TIAISynchro12025 AM Partial Build.syn 8/9/2016 R. Dickinson Page 1 HCM 2010 TWSC 2025 AM Build 4: Hinesburg Rd & Hayes Ave/Eldredge St Baseline Intersection Int Delay, s/veh Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 27 4 21 23 1 59 43 522 22 19 509 7 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None None - None - None Storage Length - - - - 200 200 Veh in Median Storage, # 0 - 0 - - 0 - 0 Grade, % - 0 - 0 - - 0 - 0 - Peak Hour Factor 100 100 100 100 100 100 100 100 100 1CO 100 100 Heavy Vehicles, % 5 5 5 5 5 5 5 5 5 5 5 5 Mvmt Flow 27 4 21 23 1 59 43 522 22 19 509 7 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 1200 1181 513 1182 1173 533 516 0 0 5.34 0 0 Stage 1 551 551 - 619 619 - - - - - - - Stage 2 649 630 - 563 554 - - - - - Critical Hdwy 7.15 6.55 6.25 7.15 6.55 6.25 4.15 - 4.15 - Critical Hdwy Stg 1 6.15 5.55 - 6.15 5.55 - - - - Critical Hdwy Stg 2 6.15 5.55 - 6.15 5.55 - - - Follow-up Hdwy 3.545 4.045 3.345 3.545 4.045 3.345 2.245 2.245 Pot Cap-1 Maneuver 160 187 555 164 190 541 1035 1010 Stage 1 513 510 - 471 476 - - - Stage 2 454 470 - 506 509 - - - - Platoon blocked, % _ Mov Cap-1 Maneuver 135 176 555 148 179 541 1035 - 1010 Mov Cap-2 Maneuver 135 176 - 148 179 - - - - Stage 1 492 500 - 451 456 - Stage 2 387 450 - 474 499 - Approach EB WB NB SB HCM Control Delay, s 29.3 21.1 0.6 0.3 HCM LOS D C Minor Lane/Major Mvmt NBL NBT NBR EBLnlWBLnl SBL SBT SBR Capacity (veh/h) 1035 200 307 1010 - HCM Lane V/C Ratio 0.042 0.26 0.27 0.019 - HCM Control Delay (s) 8.6 29.3 21.1 8.6 - - HCM Lane LOS A - D C A - HCM 95th %tile Q(veh) 0.1 1 1.1 0.1 - P:1201411414512106-08 TIA1Synchro12025 AM Build.syn 8/9/2016 R. Dickinson Page 1 HCM 2010 TWSC 2025 No -Build DHV 4: Hinesburg Rd & Hayes Ave/Eldredge St Baseline Intersection Int Delay, s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 15 0 31 1 1 9 31 580 7 21 394 37 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None None - - None - None Storage Length - 200 - 200 Veh in Median Storage, # 0 0 - - 0 - 0 Grade, % - 0 0 - - 0 - 0 - Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 5 5 5 5 5 5 5 5 5 5 5 5 Mvmt Flow 15 0 31 1 1 9 31 580 7 21 394 37 Major/Minor Minor2 Minorl Majorl Major2 Conflicting Flow All 1106 1104 413 1116 1119 584 431 0 0 587 0 0 Stage 1 455 455 - 646 646 - - - - - - - Stage 2 651 649 - 470 473 - - - - - Critical Hdwy 7.15 6.55 6.25 7.15 6.55 6.25 4.15 - 4.15 - Critical Hdwy Stg 1 6.15 5.55 - 6.15 5.55 - - - Critical Hdwy Stg 2 6.15 5.55 - 6.15 5.55 - - - Follow-up Hdwy 3.545 4.045 3.345 3.545 4.045 3.345 2.245 - 2.2"5 Pot Cap-1 Maneuver 185 208 633 182 204 506 1113 - 973 Stage 1 579 564 - 455 462 - - - - Stage 2 452 461 - 568 553 - - - Platoon blocked, % _ Mov Cap-1 Maneuver 174 198 633 167 194 506 1113 - 973 - Mov Cap-2 Maneuver 174 198 - 167 194 - - - - Stage 1 563 552 442 449 - Stage 2 431 448 529 541 - Approach EB WB NB SB HCM Control Delay, s 17.2 14.8 0.4 0.4 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLnlWBLnl SBL SBT SBR Capacity (vehlh) 1113 340 380 973 HCM Lane V/C Ratio 0.028 - 0.135 0.029 0.022 - HCM Control Delay (s) 8.3 - 17.2 14.8 8.8 - HCM Lane LOS A - C B A - HCM 95th %tile Q(veh) 0.1 0.5 0.1 0.1 P:1201411414512106-08 TIAISynchro12025 PM No-Build.syn 8/9/2016 R. Dickinson Page 1 HCM 2010 TWSC 2025 Partial Build DHV 4: Hinesburg Rd & Hayes Ave/Eldredge St Baseline Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 15 0 31 5 1 37 31 580 14 85 394 37 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None None - None - None Storage Length - - 200 200 Veh in Median Storage, # 0 - 0 - - 0 - 0 Grade, % 0 - 0 - - 0 - 0 Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 5 5 5 5 5 5 5 5 5 5 5 5 Mvmt Flow 15 0 31 5 1 37 31 580 14 85 394 37 Major/Minor Minor2 Minor1 Maior1 Major2 Conflicting Flow All 1251 1239 413 1247 1250 587 431 0 0 5t14 0 0 Stage 1 583 583 - 649 649 - - - - - - - Stage 2 668 656 - 598 601 - - - Critical Hdwy 7.15 6.55 6.25 7.15 6.55 6.25 4.15 - 4.15 Critical Hdwy Stg 1 6.15 5.55 - 6.15 5.55 - - - - Critical Hdwy Stg 2 6.15 5.55 - 6.15 5.55 - - - - - Follow-up Hdwy 3.545 4.045 3.345 3.545 4.045 3.345 2.245 2.245 Pot Cap-1 Maneuver 147 173 633 148 170 504 1113 - 968 Stage 1 493 494 - 454 461 - - - Stage 2 443 458 - 484 485 - - - - Platoon blocked, % Mov Cap-1 Maneuver 124 153 633 129 151 504 1113 90'9 Mov Cap-2 Maneuver 124 153 - 129 151 - - - Stage 1 479 451 - 441 448 - - - Stage 2 398 445 - 420 442 - - - _ Approach EB WB NB SB HCM Control Delay, s 21 16.3 0.4 1.5 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1113 271 362 968 - HCM Lane V/C Ratio 0.028 0.17 0.119 0.088 HCM Control Delay (s) 8.3 - - 21 16.3 9.1 - HCM Lane LOS A C C A HCM 95th %tile Q(veh) 0.1 0.6 0.4 0.3 P:1201411414512106-08 TIA1Synchro12025 PM Partial Build.syn 8/9/2016 R. Dickinson Page 1 HCM 2010 TWSC 2025 Build DHV 4: Hinesburg Rd & Hayes Ave/Eldredge St Baseline Intersection Int Delay, s/veh 2.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 15 0 31 21 1 30 31 580 29 59 394 37 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - - None - None - None Storage Length - 200 - 200 - Veh in Median Storage, # - 0 0 - 0 - 0 - Grade, % - 0 - 0 - - 0 - - 0 Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 5 5 5 5 5 5 5 5 5 5 5 5 Mvmt Flow 15 0 31 21 1 30 31 580 29 59 394 37 Major/Minor Minor2 Minor1 Maior1 Major;) Conflicting Flow All 1203 1202 413 1203 1206 595 431 0 0 609 0 0 Stage 1 531 531 - 657 657 - - - - - - - Stage 2 672 671 - 546 549 - - - - Critical Hdwy 7.15 6.55 6.25 7.15 6.55 6.25 4.15 - 4.15 Critical Hdwy Stg 1 6.15 5.55 - 6.15 5.55 - - - - - Critical Hdwy Stg 2 6.15 5.55 - 6.15 5.55 - - - Follow-up Hdwy 3.545 4.045 3.345 3.545 4.045 3.345 2.245 - 2.245 - PotCap-1 Maneuver 159 182 633 159 181 499 1113 - 955 - Stage 1 526 521 - 449 457 - - - - Stage 2 440 450 - 517 512 - - - Platoon blocked, % - Mov Cap-1 Maneuver 139 166 633 141 165 499 1113 - - 955 Mov Cap-2 Maneuver 139 166 - 141 165 - - - Stage 1 511 489 436 444 - - Stage 2 401 437 - 461 480 - - - Approach EB WB NB SB HCM Control Delay, s 19.6 23.9 0.4 1.1 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1113 - 293 242 955 HCM Lane V/C Ratio 0.028 - 0.157 0.215 0.062 HCM Control Delay (s) 8.3 - 19.6 23.9 9 - HCM Lane LOS A - - C C A - - HCM 95th %tile Q(veh) 0.1 0.6 0.8 0.2 - P:1201411414512106-08 TIA1Synchro12025 PM Build,syn 8/9/2016 R. Dickinson Page 1 Appendix H Concept Sketch of Kennedy Drive Improvements at New City Road “B” +0028+0029+0030+0031+0032+0033+0034+00TREETOP COMDOMINIUMASSOCIATION INC.KIMBALL AVETO WILLISTONKENNEDY DRIVEO'BRIEN HOMEFARM, LLCEXISTING MEDIAN ISLANDBAYBERRYLANEEXISTING BIKE BATHEXISTING SIDEWALK10+0011+0012+0013+0014+0015+0016+0017+0018+00WINDRIDGEHOMEOWNERSASSOCIATIONO'BRIEN HOMEFARM, LLCHVMCORPORATIONSOUTHBURLINGTONELDREDGESTREETHOMESTEADDESIGN INC.GEORGETOWNASSOCIATION INC.WINDING BROOK HOMEOWNERS ASSOCIATION INC.EXISTING SHARED USE PATHKENNEDY DRIVEEXISTING SIDEWALKBUS STOP PULL OFF+0020+0021+0022+0023+0024+0025+0026+00TREETOP CONDOMINIUMASSOCIATION INC.SUGAR TREECONDOMINIUMO'BRIEN HOMEFARM, LLCEXISTING SHARED USE PATHNEWCITY STREET"B"EXISTINGCURBEXISTING EMERGENCY ACCESSEXISTING SIDEWALKKENNEDY DRIVE24+00KENNEDY DRIVEEXISTING SIDEWALKEXISTING BIKE PATHGRASSEXISTING CURB10'10'10'10'10'GRASS51'MATCHLINE STA 19+00MATCHLINE STA 27+00 TO WILLISTON RDTO HINESBURG RDMATCHLINE STA 27+00MATCHLINE STA 19+00 O'Brien Home FarmKennedy Drive South BurlingtonDateSheet numberScaleCheckedDrawnDesignSurvey Project No.Lamoureux & DickinsonConsulting Engineers, Inc.14 Morse Drive, Essex, VT 05452802-878-4450 www.LDengineering.com3-18-2016RDRDL&DOthers14145STA 24+00SCALE 1"= 20'P:\2014\14145\dwg\14145-1.dwg, 3/18/2016 4:46:54 PM, 1:2