sr 60 “twin pairs” - City of Vero Beach

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INTERSECTION EVALUATION – EXISTING CONDITIONS The intersection evaluation focused on signalized intersections within the corridor. Intersection turning movement counts were obtained from the Indian River County Traffic Engineering Division for the signalized intersections in the study area. These traffic counts were collected in 2011 or 2012 between 4:00 p.m. and 5:00 p.m., which represents the peak traffic conditions in the study area. Please note that turning movements counts for unsignalized intersections were not available from the County, and hence those intersections were not evaluated. Kimley-Horn adjusted traffic volumes to reflect peak season conditions of the year by applying peak season conversion factors. The study area intersections were analyzed using Synchro software to determine the intersection LOS during the p.m. peak hour, which reflects the highest traffic conditions of the typical day. Synchro is an operational analysis tool based on the Highway Capacity Manual. It has the capability to model actuated and coordinated networks, calculate intersection delay, and define level of service based on the input traffic volumes, signal timings and phasing, and corridor offsets. A summary of the level of service analysis is provided in Table 3, and the detailed Synchro analysis results are included in Appendix B. As shown in Table 4, all intersections and individual approaches to the intersections operate satisfactorily. Intersection Table 4: P.M. Peak Level of Service - Existing Conditions Intersection LOS/Delay Approach LOS and Delay (seconds) NB SB EB WB SR 60 EB & 20 Avenue SB B/14.5 - A/7.0 B/16.4 - SR 60 EB & 20 Avenue NB A/9.4 D/41.5 - A/0.1 - SR 60 WB & 20 Avenue SB B/18.8 - D/51.8 - B/12.3 SR 60 WB & 20 Avenue NB B/18.9 A/1.6 - - C/21.3 SR 60 EB & 14 Avenue B/14.5 C/21.6 B/19.3 B/10.5 - SR 60 WB & 14 Avenue B/19.2 A/9.5 C/29.6 - B/17.3 SR 60 EB & Commerce Avenue A/3.1 C/25.1 C/20.5 A/1.2 - SR 60 WB & US 1/Commerce Avenue A/6.6 C/27.9 C/24.0 - A/4.1 SR 60 WB & 11 Avenue A/7.8 B/18.8 C/22.6 - A/4.8 SR 60 EB & 10 Avenue A/9.2 C/22.3 C/20.8 A/5.1 - SR 60 WB & 10 Avenue A/9.9 C/20.1 C/22.1 - A/3.9 SR 60 “Twin Pairs” Traffic Calming Feasibility Study Page 11
TRAFFIC VOLUME FORECASTS To determine if the proposed cross-section would accommodate future volumes and to determine the impacts to other roadways and intersections in the study area, we projected traffic data to reflect the 2035 conditions. The 2035 conditions correspond to the horizon year used in the latest Indian River County Long Range Transportation Plan (LRTP). The Greater Treasure Coast Regional Planning Model (GTCRPM) was utilized to forecast future volumes. The following model scenarios were used in this analysis: 2005 baseline model 2035 model, which reflects the traffic and roadway conditions based on anticipated demographic conditions and roadway network improvements identified in the 2035 LRTP (referred to as the “no build conditions”). 2035 model modified to reflect the reduction of lanes on the SR 60 “Twin Pairs” (referred to as the “build conditions”). Model Calibration The roadway network coding was reviewed to ensure the characteristics of the roadway network within the study area are accurately reflected in the GTCRPM. This review included an assessment of traffic analysis zones (TAZs) centroid connectors, laneage, speed, facility type, and projected volumes. Where necessary, adjustments were made to the model network attributes, including modification of centroid connectors. The network adjustments were made iteratively until the model network and volumes were deemed to reflect actual roadway network conditions. The GTCRPM model output files are included in Appendix C. Growth Rate We calculated growth rates by comparing the traffic volumes forecast in the 2005 GTCRPM and 2035 GTCRMP (no-build and build models). The purpose of estimating these growth rates was to establish future year (2035) traffic volumes with and without the SR 60 “Twin Pairs” lane reduction. A summary of model-based traffic volumes that were used to develop growth rates is included in Table 5. Based on the review of traffic volumes, separate aggregate growth rates were applied for SR 60, 21 st Street, and the north-south minor streets within the study area. These growth rates were applied to the existing traffic volumes to determine future year 2035 traffic volumes for the study area roadway segments and intersections. SR 60 “Twin Pairs” Traffic Calming Feasibility Study Page 12
Page 1 and 2: SR 60 “TWIN PAIRS” TRAFFIC CALM
Page 3 and 4: Tables LIST OF TABLES AND FIGURES T
Page 5 and 6: lane configuration of SR 60 between
Page 7 and 8: CONCEPTUAL PLAN, TYPICAL SECTIONS,
Page 9 and 10: SR 60 Lane Reduction Study Conceptu
Page 11 and 12: ROADWAY SEGMENT EVALUATION - EXISTI
Page 13: Table 3: Existing Peak Hour Directi
Page 17 and 18: impacted by the SR 60 lane reductio
Page 19 and 20: INTERSECTION EVALUATION - 2035 COND
Page 21 and 22: CRASH ANALYSIS Crash data for major
Page 23 and 24: eduction of total crashes and 60 pe
Page 25 and 26: Pedestrian and Bicycle Facilities A
Page 27 and 28: EVACUATION SR 60, which provides ac
Page 29 and 30: SUMMARY AND NEXT STEPS The City of
Page 31 and 32: PROJECT: SR 60 TRAFFIC CALMING Wedn
Page 33 and 34: PROJECT: SR 60 TRAFFIC CALMING Wedn
Page 35 and 36: HCM Signalized Intersection Capacit
Page 47 and 48: Licensed to Kimley-Horn and Associa
Page 49 and 50: Licensed to Kimley-Horn and Associa
Page 51 and 52: No Build Conditions
Page 63 and 64: Build Conditions
Page 65 and 66:
HCM Signalized Intersection Capacit
Page 67 and 68:
Page 69 and 70:
Page 71 and 72:
Page 73 and 74:
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sr 60 “twin pairs” - City of Vero Beach

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