Okaloosa County BOCC — July 2, 2013 (meeting #1140) — reading text

Split Trips ITE Code 210 Ln(T) = 63% enter 101 enter Single Family 160 du 160 0.90 Ln(X) + 0.51 37% exit 59 exit Detached Housing Nature Lake Transportation Concurrency Analysis 3 Packet Pg. 24 Nature Lake Transportation Concurrency Analysis 4 Packet Pg. 25 Level of Service Analysis The level of service analysis may be found in Table 2 for State roads and Table 3 for County roads. Peak hour service volumes were determined using generalized tables from the Florida Department of Transportation (FDOT) Level of Service Manual. As indicated in Table 2, State Road 85 and Airport Road are projected to have traffic that may potentially exceed the maximum service volumes found in the FDOT Generalized Tables. The potentially over-capacity segments on these roadways are existing deficiencies and are not caused by the proposed project. With regard to the Airport Road segment, the roadway currently operates at only about 40% of its LOS D maximum service volume, but the analysis indicates that the roadway is potentially over capacity due to committed traffic. In fact, committed traffic accounts for over 60% of the roadway’s LOS D maximum service volume, with the River Park PUD Master Plan consuming the largest share (454 trips) of the committed traffic. Given the long-range and uncertain nature of that project, Airport Road will continue to operate with considerable available capacity remaining for an extended period. In order to mitigate the project’s impact upon the roadway system, the applicant proposes to enter into a developer’s agreement with Okaloosa County. One mitigation measure that the applicant proposes to take is to provide a deceleration lane on Lake Silver Road at the project entrance location. While the project traffic does not meet the numeric warrant criteria for the installation of a right turn lane, such a lane is proposed in order to reduce the delay for westbound drivers on Lake Silver Road, as that is the peak direction of travel in the afternoon period. Nature Lake Transportation Concurrency Analysis 5 Packet Pg. 26 Table 2 Concurrency Level of Service Analysis for State Roads PM Peak Hour Conditions Nature Lake 101 enter 59 exit PM Project PM Pk 2011 count Existing Peak Exist + Project Total Remaining Traffic Segment Pk Service FDOT Peak Hr Commit Commit Traffic Project Future Service as a % of Road From To Dir Dir Volume Site # AADT K D Dir Traffic Traffic Traffic Assign Traffic Traffic Volume Service Vol SR 85 Stillwell Blvd Old Bethel SB 1,800 1603 21,000 0.0900 0.5260 896 895 1,791 52% 31 1,822 (22) 1.7% NB PD 994 1,503 2,497 52% 53 2,550 (750) 2.9% Old Bethel End of 4-lane SB 2,420 0138 * 4,400 0.0950 0.5850 173 761 934 89% 53 987 1,433 2.2% NB PD 245 1,256 1,501 89% 90 1,590 830 3.7% End of 4-lane County Line SB 430 0051, 0054, 0118, 3,638 0.0950 0.5850 143 761 904 9% 9 914 (484) 2.1% NB PD 0138, 0356T ** 202 1,256 1,458 9% 5 1,463 (1,033) 1.2% US 90 Antioch Road W Crestview City Limits EB 1,800 1602, 0122T *** 14,833 0.0900 0.5260 633 200 833 4% 4 837 963 0.2% WB PD 702 204 906 4% 2 909 891 0.1% E Crestview City Limits Fairchild Rd EB PD 3,130 1601 11,000 0.0900 0.5260 521 99 620 2% 1 621 2,509 0.0% WB 469 179 648 2% 2 650 2,480 0.1% * Station 570138 is approximately 2.0 miles north of this segment, but is the most similar station in terms of observed traffic volume for this segment ** Stations on this segment: 0051 3600 0054 3400 0118 3000 0138 4400 0356T 3790 *** Stations on this segment: 1602 17000 0122T 12666 Nature Lake Transportation Concurrency Analysis 6 Packet Pg. 27 Table 3 Concurrency Level of Service Analysis for County Roads PM Peak Hour Conditions Nature Lake 160 Existing Project Adopted PM Pk Daily PM Two-Way Existing + Project Two-Way Total Remaining Traffic Segment LOS Service Traffic Axle Seasonal K Peak Committed Committed Traffic Project Future Service as a % of Road From To Dir Std Volume (Unadjusted) Factor Factor Factor Traffic Traffic Traffic Assign Traffic Traffic Volume Service Vol Old Bethel Rd/CR 188 SR 85 US 90 EB D 1,460 6,314 0.94 0.95 0.0900 507 342 849 14% 22 872 588 1.53% WB Airport Rd/CR 188 SR 85 John Givens Rd EB D 1,460 6,774 0.94 0.95 0.0900 544 966 1,510 23% 37 1,547 (87) 2.52% WB Nature Lake Transportation Concurrency Analysis 7 Packet Pg. 28 Operational Analysis Operational analysis in the form of turn lane analyses was conducted for the project entrance on Lake Silver Road and the intersection of State Road 85 and Lake Silver Road. Lake Silver Road Project Entrance Location Criteria for determining right turn lane requirements are provided in "Intersection Channelization Guide," Transportation Research Board (NCHRP) Report Number 279. During the PM peak hour, it was conservatively estimated that nearly all of the project entering traffic would turn right into the project. Accordingly, it is estimated that 100 vehicles will turn right onto the project entrance road from Lake Silver Road. The westbound existing volume on Lake Silver Road (right plus through movements) is estimated to be 550 vehicles based on existing traffic and development plus committed traffic for projects located on Lake Silver Road. For the purposes of this analysis, a 35 mph design speed was used (the posted speed limit is 30 mph). As indicated in Figure 3, a right turn lane is not warranted at this location. Since no significant traffic volume is projected to turn left into the site from the west on Lake Silver Road, a left turn lane analysis is not applicable. State Road 85 Northbound Left Turn onto Lake Silver Road Criteria for examining left turn lane requirements are provided in "Aspects of Traffic Control Devices," Highway Research Record Number 211, National Research Council. While a left turn lane exists at this location, the purpose of this analysis was to determine the dimensional requirements of the northbound left turn lane based on total future northbound left turning traffic from State Road 85 onto Lake Silver Road. During the PM peak hour, it is estimated that 90 project vehicles will turn left onto Lake Silver Road from State Road 85. This results in a future estimated northbound total left turn volume of 250 vehicles during the PM peak hour. For the purposes of this analysis, a 60 mph design speed (55 mph posted) was used for State Road 85. As indicated in Figure 4, the