Loading...
HomeMy WebLinkAboutMAVERIK - FDP210003 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYThis document, together with the concepts and recommendations presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization from Kellar Engineering LLC shall be without liability to Kellar Engineering LLC. Maverik Fuel Station Hwy 392 and SW Frontage Road Fort Collins, CO Traffic Impact Study KE Job #2019-038 Prepared for: DCI Engineers 1331 17th Street, Suite 604 Denver, CO 80202 Prepared by: www.kellarengineering.com 970.219.1602 phone July 30, 2019 Sean K. Kellar, PE, PTOE 7/30/19 Maverik Traffic Impact Study Page 1 TABLE OF CONTENTS Page 1.0 Introduction 3 2.0 Existing Conditions and Roadway Network 3 2.1 Recent Traffic Volumes 4 3.0 Bicycle Facilities 7 4.0 Proposed Development 7 4.1 Trip Generation 7 4.2 Trip Distribution 7 4.3 Traffic Assignment 8 4.4 Short Range and Long Range Total Peak Hour Traffic 8 5.0 Traffic Operation Analysis 8 5.1 Analysis Methodology 8 5.2 Intersection Operational Analysis 9 6.0 Findings 25 List of Figures: Page Figure 1: Vicinity Map 5 Figure 2: Site Plan 6 Figure 3: Recent Peak Hour Traffic 11 Figure 4: 2021 Background Peak Hour Traffic 12 Figure 5: 2040 Background Peak Hour Traffic 13 Figure 6: Trip Distribution 14 Figure 7: Site Generated Traffic 15 Figure 8: 2021 Short Range Total Peak Hour Traffic 16 Figure 9: 2040 Long Range Total Peak Hour Traffic 17 Maverik Traffic Impact Study Page 2 TABLE OF CONTENTS (continued) List of Tables: Page Table 1: Trip Generation 10 Table 2: Recent Peak Hour Operations 18 Table 3: 2021 Background Peak Hour LOS Operations 19 Table 4: 2021 Short Range Total Peak Hour LOS Operations 20 Table 5: 2040 Background Peak Hour LOS Operations 22 Table 6: 2040 Long Range Total Peak Hour LOS Operations 24 Appendices: Page Appendix A: Recent Traffic Counts 28 Appendix B: Base Assumptions (TIS Scoping Form) 30 Appendix C: Level of Service (LOS) Tables 32 Appendix D: Aerial Image 33 Appendix E: HCM Calculations (Synchro) 40 Maverik Traffic Impact Study Page 3 1.0 Introduction This Traffic Impact Study (TIS) is for the proposed Maverik Fuel station located at the northeast quadrant of Hwy 392 and the SW Frontage Road intersection in Fort Collins, CO. The purpose of this TIS is to identify project traffic generation characteristics, to identify potential traffic related impacts on the adjacent street system, and to develop mitigation measures required for identified traffic impacts. Kellar Engineering LLC (KE) has prepared the TIS to document the results of anticipated traffic conditions in accordance with the Larimer County Urban Area Street Standards (LCUASS) and to identify any projected impacts to the transportation system. The project is anticipated to generate approximately 2,809 daily weekday trips, 183 AM total peak hour trips, and 222 PM total peak hour trips. See Table 1: Trip Generation. 2.0 Existing Conditions and Roadway Network The project site is located at the northeast quadrant of Hwy 392 and the SW Frontage Road intersection in Fort Collins, CO. Hwy 392 is currently a 4-lane roadway that is classified as a 4-lane arterial on the City of Fort Collins Master Street Plan. Currently the Hwy 392/SW Frontage Road intersection is signalized and striped with a northbound thru lane, one southbound thru lane, a southbound left-turn lane, a southbound right-turn lane, a northbound left-turn lane, a northbound right-turn lane, two eastbound thru lanes, two westbound thru lanes, an eastbound left-turn lane and westbound auxiliary lanes (left-turn and right-turn deceleration lanes). Hwy 392 has a posted speed of 45 mph adjacent to the project site. The SW Frontage Road is classified as a 2-lane collector on the Fort Collins Master Street Plan. The SW Frontage Road currently has a posted speed of 35 mph at the project site. Kechter Road is classified as a 2-lane arterial on the City of Fort Collins Master Street Plan. The Kechter Road/SW Frontage Road intersection is a T-intersection with the stop sign facing the northbound approach of Kechter Road. Currently there aren’t auxiliary lanes at the Kechter Road/SW Frontage Road intersection. Maverik Traffic Impact Study Page 4 2.1 Recent Traffic Volumes Recent peak hour traffic volume counts were conducted using data collection cameras on 6/13/19. The traffic counts were conducted during the peak hours of adjacent street traffic in 15-minute intervals from 7:00 AM to 9:00 AM and 4:00 PM to 6:00 PM. These turning movement counts are shown in Figure 3 with the count sheets provided in Appendix A. Maverik Traffic Impact Study Page 5 Figure 1: Vicinity Map Project Site Maverik Traffic Impact Study Page 6 Figure 2: Site Plan Maverik Traffic Impact Study Page 7 3.0 Bicycle Facilities Paved shoulders exist along the SW Frontage Road adjacent to the project site that provides adequate bicycle facilities. 4.0 Proposed Development The proposed project consists of a ~4,500 SF C-Store w/ Gas Pumps. See Table 1: Trip Generation and Figure 2: Site Plan. 4.1 Trip Generation Site generated traffic estimates are determined through a process known as trip generation. Rates and equations are applied to the proposed land use to estimate traffic generated by the development during a specific time interval. The acknowledged source for trip generation rates is the Trip Generation Report published by the Institute of Transportation Engineers (ITE). ITE has established trip generation rates in nationwide studies of similar land uses. For this study, KE used the ITE 10th Edition Trip Generation Report average trip rates. The proposed project is anticipated to generate approximately 2,809 daily weekday trips, 183 AM total peak hour trips, and 222 PM total peak hour trips. See Table 1: Trip Generation. 4.2 Trip Distribution Distribution of site traffic on the street system was based on the area street system characteristics, existing traffic patterns and volumes, anticipated surrounding development areas, and the proposed access system for the project. The directional distribution of traffic is a means to quantify the percentage of site generated traffic that approaches the site from a given direction and departs the site back to the original source. Figure 6 illustrates the trip distribution used for the project’s analysis. Maverik Traffic Impact Study Page 8 4.3 Traffic Assignment Traffic assignment was obtained by applying the trip distributions to the estimated trip generation of the development. Figures 7 shows the site generated peak hour traffic assignment. 4.4 Short Range and Long Range Total Peak Hour Traffic Site generated peak hour traffic volumes were added to the background traffic volumes to represent the estimated traffic conditions for the short range 2021 horizon and long range 2040 horizon. The background (2021) and short range (2021) total traffic volumes are shown in Figure 4 and Figure 8 respectively. The long range background (2040) and long range (2040) total traffic volumes are shown in Figures 5 and 9. The traffic analysis in this study includes the traffic generated from the proposed development plus the increase in background traffic per the growth projections from the NFRMPO (North Front Range Metropolitan Planning Organization). 5.0 Traffic Operation Analysis KE’s analysis of traffic operations in the site vicinity was conducted to determine the capacity at the identified intersection. The acknowledged source for determining overall capacity is the 2010 Edition of the Highway Capacity Manual. 5.1 Analysis Methodology Capacity analysis results are listed in terms of level of service (LOS). LOS is a qualitative term describing operating conditions a driver will experience while traveling on a particular street or highway during a specific time interval. LOS ranges from an A (very little delay) to an F (long delays). A description of the level of service (LOS) for signalized and unsignalized intersections from the 2010 Highway Capacity Manual are provided in Appendix C. Maverik Traffic Impact Study Page 9 5.2 Intersection Operational Analysis Operational analysis was performed for the short range 2021 horizon and the long range 2040 horizon. The calculations for this analysis are provided in Appendix E. Using the short range total traffic volumes, the project is projected to operate acceptably with all studied intersections meeting LCUASS LOS criteria. See Table 4: 2021 Short Range Total Peak Hour Operation. Maverik Traffic Impact Study Page 10 Table 1: Trip Generation (ITE Trip Generation, 10th Edition) ITE Code Land Use Average Daily Trips AM Peak Hour Trips PM Peak Hour Trips Size Rate Total Rate % In In % Out Out Total Rate % In In % Out Out Total 853 C-Store w/ Gas Pumps 4.5 KSF 624.2 2,809 40.59 50% 91 50% 92 183 49.29 50% 111 50% 111 222 Total 2,809 91 92 183 111 111 222 KSF = Thousand Square Feet Maverik Traffic Impact Study Page 11 Figure 3: Recent Peak Hour Traffic Maverik Traffic Impact Study Page 12 Figure 4: 2021 Background Traffic Maverik Traffic Impact Study Page 13 Figure 5: 2040 Background Traffic Maverik Traffic Impact Study Page 14 Figure 6: Trip Distribution Maverik Traffic Impact Study Page 15 Figure 7: Site Generated Traffic Maverik Traffic Impact Study Page 16 Figure 8: 2021 Short Range Total Traffic Maverik Traffic Impact Study Page 17 Figure 9: 2040 Long Range Total Traffic Maverik Traffic Impact Study Page 18 Table 2: Recent Peak Hour Operations Level of Service (LOS) LOS Compliance Intersection Movement AM PM LOS LOS SW Frontage Rd./SH 392 EB Left A A Y EB Thru/Right C C Y EB Approach C C Y WB Left C B Y WB Thru B B Y WB Right A A Y WB Approach B B Y NB Left C C Y NB Thru C C Y NB Right A A Y NB Approach B B Y SB Left C C Y SB Thru C C Y SB Right A A Y SB Approach C B Y Overall C B Y Level of Service (LOS) LOS Compliance Intersection Movement AM PM LOS LOS SW Frontage Rd./Kechter Rd. EB Thru/Right A A Y EB Approach A A Y WB Left/Thru A A Y WB Approach A A Y NB Left/Right B F (82.5 sec) Y NB Approach B F (82.5 sec) Y Maverik Traffic Impact Study Page 19 Table 3: 2021 Background Peak Hour Operations Level of Service (LOS) LOS Compliance Intersection Movement AM PM LOS LOS SW Frontage Rd./SH 392 EB Left A A Y EB Thru/Right C C Y EB Approach C C Y WB Left C B Y WB Thru B B Y WB Right A A Y WB Approach B B Y NB Left C C Y NB Thru C C Y NB Right A A Y NB Approach B B Y SB Left C C Y SB Thru C C Y SB Right A A Y SB Approach C B Y Overall C B Y Level of Service (LOS) LOS Compliance Intersection Movement AM PM LOS LOS SW Frontage Rd./Kechter Rd. EB Thru/Right A A Y EB Approach A A Y WB Left/Thru A A Y WB Approach A A Y NB Left/Right C F (113.3 sec) Y NB Approach C F (113.3 sec) Y Maverik Traffic Impact Study Page 20 Table 4: 2021 Short Range Total Peak Hour Operations Level of Service (LOS) LOS Compliance Intersection Movement AM PM LOS LOS SW Frontage Rd./SH 392 EB Left A B Y EB Thru/Right D C Y EB Approach C C Y WB Left D C Y WB Thru B C Y WB Right A A Y WB Approach B B Y NB Left C C Y NB Thru C C Y NB Right A A Y NB Approach B B Y SB Left C C Y SB Thru C C Y SB Right A A Y SB Approach C C Y Overall C C Y Level of Service (LOS) LOS Compliance Intersection Movement AM PM LOS LOS SW Frontage Rd./Site Access WB Left B B Y WB Right A A Y WB Approach B B Y NB Thru A A Y NB Right A A Y NB Approach A A Y SB Left A A Y SB Thru A A Y SB Approach A A Y Maverik Traffic Impact Study Page 21 Table 4: 2021 Short Range Total Peak Hour Operations (continued…) Level of Service (LOS) LOS Compliance Intersection Movement AM PM LOS LOS SW Frontage Rd./Kechter Rd. EB Thru/Right A A Y (Without Improvements) EB Approach A A Y WB Left/Thru A A Y WB Approach A A Y NB Left/Right C F (160.4 sec) Y NB Approach C F (160.4 sec) Y Level of Service (LOS) LOS Compliance Intersection Movement AM PM LOS LOS SW Frontage Rd./Kechter Rd. EB Thru/Right A A Y (With Turn Lanes) EB Approach A A Y WB Left A A Y WB Thru A A Y WB Approach A A Y NB Left C F (131.0 sec) Y NB Right A B Y NB Approach C F (111.7 sec) Y Level of Service (LOS) LOS Compliance Intersection Movement AM PM LOS LOS SW Frontage Rd./Kechter Rd. EB Thru/Right A B Y (Roundabout) EB Approach A B Y WB Left/Thru A B Y WB Approach A B Y NB Left/Right A B Y NB Approach A B Y Overall A B Y Maverik Traffic Impact Study Page 22 Table 5: 2040 Background Peak Hour Operations Level of Service (LOS) Intersection Movement AM PM LOS LOS SW Frontage Rd./SH 392 EB Left A A EB Thru/Right D C EB Approach D C WB Left E D WB Thru B C WB Right A A WB Approach C C NB Left C D NB Thru C C NB Right A B NB Approach B C SB Left E D SB Thru C C SB Right A A SB Approach D C Overall D C Level of Service (LOS) Intersection Movement AM PM LOS LOS SW Frontage Rd./Kechter Rd. EB Thru/Right A A EB Approach A A WB Left/Thru A B WB Approach A B NB Left/Right C F (1138.8 sec)* NB Approach C F (1138.8 sec)* * Delay exceeds 300 sec Maverik Traffic Impact Study Page 23 Table 6: 2040 Long Range Total Peak Hour Operations Level of Service (LOS) Intersection Movement AM PM LOS LOS SW Frontage Rd./SH 392 EB Left A B EB Thru/Right D D EB Approach D D WB Left E D WB Thru B C WB Right A A WB Approach C C NB Left C D NB Thru C C NB Right A C NB Approach B C SB Left E D SB Thru C C SB Right A A SB Approach D C Overall D C Level of Service (LOS) Intersection Movement AM PM LOS LOS SW Frontage Rd./Site Access WB Left B C WB Right A A WB Approach B B NB Thru A A NB Right A A NB Approach A A SB Left A A SB Thru A A SB Approach A A Maverik Traffic Impact Study Page 24 Table 6: 2040 Long Range Total Peak Hour Operations (continued…) Level of Service (LOS) Intersection Movement AM PM LOS LOS SW Frontage Rd./Kechter Rd. EB Thru/Right A A (Without Improvements) EB Approach A A WB Left/Thru A B WB Approach A B NB Left/Right D F (1325 sec)* NB Approach D F (1325 sec)* * Delay exceeds 300 sec Level of Service (LOS) Intersection Movement AM PM LOS LOS SW Frontage Rd./Kechter Rd. EB Thru/Right A A (With Turn Lanes) EB Approach A A WB Left A B WB Thru A A WB Approach A A NB Left D F (1090.7 sec)* NB Right B C NB Approach C F (916.8 sec)* * Delay exceeds 300 sec Level of Service (LOS) Intersection Movement AM PM LOS LOS SW Frontage Rd./Kechter Rd. EB Thru/Right A E (Roundabout) EB Approach A E WB Left/Thru B E WB Approach B E NB Left/Right A C NB Approach A C Overall A D Maverik Traffic Impact Study Page 25 6.0 Findings Based upon the analysis in this study, the proposed Maverik Fuel station located at the northeast quadrant of Hwy 392 and the SW Frontage Road intersection in Fort Collins, CO will be able to be meet the LCUASS requirements for traffic at the time of development. The findings of the TIS are summarized below: • The proposed project is anticipated to generate approximately 2,809 daily weekday trips, 183 AM total peak hour trips, and 222 PM total peak hour trips. • The project complies with the Levels of Service (LOS) requirements for traffic, the City of Fort Collins Transportation Plan, and the Larimer County Urban Area Street Standards (LCUASS). • The study intersections will operate acceptably and comply with the intersection levels of service (LOS) requirements in the LCUASS with the development of the project and background traffic in the Short Range Total future. • The traffic generated by the project can be accommodated by the existing improvements to the adjacent streets, intersections, and intersection control recommended in this study. • The Kechter Road/SW Frontage Road intersection is already experiencing LOS F delays with the northbound approach during the PM peak hour based upon the recent traffic counts. Therefore, the northbound approach at this intersection will continue to experience further delays with or without the proposed development. One challenge with improvements to this intersection is its close proximity to I-25 and the bridge structure. A westbound left-turn lane at the Kechter Road/SW Frontage Road intersection would be a helpful interim safety improvement, however this intersection would require further improvements in the long range future to mitigate LOS delays with the northbound approach. If constructed, this interim left-turn deceleration lane should be a minimum of approximately 415’ long (160’ bay taper + 255’ full width) with a 12’ minimum lane width. Unfortunately, due to the close proximity to I-25 and the bridge structure, this turn lane improvement could not be constructed unless the intersection were relocated further away from I-25 and the bridge. Ultimately, a roundabout would be a very beneficial safety improvement at the Kechter Road/SW Frontage Road intersection. This roundabout could be constructed at the Kechter Road/SW Frontage Road intersection as an ultimate improvement instead of turn lane improvements and would function appropriately from a LOS standpoint in both the short range and long range future. Unfortunately, due to the close proximity to I-25 and the bridge structure, this roundabout intersection improvement could not be constructed unless the intersection were also relocated further away from I-25 and the bridge. Therefore, the roundabout improvement is recommended as the ultimate long range improvement for the Kechter Road/SW Frontage Road intersection. However, the proposed development should not be responsible for this intersection improvement as it is a long range higher- level regional improvement and not warranted for this development to demonstrate compliance with the LCUASS criteria. Maverik Traffic Impact Study Page 26 • A separate northbound left-turn lane and separate northbound right-turn lane would be a beneficial level of service (LOS) interim improvement at the Kechter Road/SW Frontage Road intersection. Since this is a T intersection, this could be provided by constructing a new dedicated northbound right-turn lane and striping the existing northbound lane as a dedicated left-turn lane. This new northbound right-turn lane should have a minimum total length = 220’ (160’ bay taper + 60’ full width). Due to the close proximity to I-25, the constructability of these turn lane improvements may not be feasible. A roundabout can also be constructed at the Kechter Road/SW Frontage Road intersection instead of this turn lane improvement. However due to the close proximity to I-25 and the bridge structure, the roundabout intersection improvement could not be constructed unless the intersection were relocated further away from I-25 and the bridge structure. The proposed development should not be solely responsible for this intersection improvement as the Frontage Road intersection is a higher-level long range regional improvement. Additionally, the northbound approach at this intersection will continue to experience LOS F delays with or without the proposed development. Ultimately, the long range ultimate improvement to this Kechter Road/SW Frontage Road intersection will be the regional improvement that mitigates the PM peak hour LOS delays at this intersection. • The SW Frontage Road/Site Access intersection already has a northbound right-turn lane and a southbound left-turn lane. The geometries of these auxiliary lanes are sufficient to accommodate the project’s traffic. Maverik Traffic Impact Study Page 27 APPENDICES: Maverik Traffic Impact Study Page 28 Appendix A: Recent Traffic Counts Maverik Traffic Impact Study Page 29 Maverik Traffic Impact Study Page 30 Appendix B: Base Assumptions (TIS Scoping Form) Maverik Traffic Impact Study Page 31 Maverik Traffic Impact Study Page 32 Appendix C: Level of Service (LOS) Table Level of Service Definitions Level of Service Signalized Intersection Unsignalized Intersection (LOS) Average Total Delay Average Total Delay (sec/veh) (sec/veh) A ≤ 10 ≤ 10 B > 10 and ≤ 20 > 10 and ≤ 15 C > 20 and ≤ 35 > 15 and ≤ 25 D > 35 and ≤ 55 > 25 and ≤ 35 E > 55 and ≤ 80 > 35 and ≤ 50 F > 80 > 50 LCUASS Table 4-3 Maverik Traffic Impact Study Page 33 Appendix D: Aerial Image Maverik Traffic Impact Study Page 34 Maverik Traffic Impact Study Page 35 SH 392 Looking East SH 392 Looking North Maverik Traffic Impact Study Page 36 SH 392 Looking South SH 392 Looking West Maverik Traffic Impact Study Page 37 Kechter Looking East Kechter Looking North Maverik Traffic Impact Study Page 38 Kechter Looking South Kechter Looking West Maverik Traffic Impact Study Page 39 Maverik Traffic Impact Study Page 40 Appendix E: HCM Calculations (Synchro Version 9.1) Recent AM Peak Hour Kellar Engineering LLC 5: SW Frontage Rd & SH 392 07/18/2019 Lanes, Volumes, Timings Synchro 9 Report Sean Kellar, PE, PTOE Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 22 760 65 260 779 260 36 16 119 103 81 17 Future Volume (vph) 22 760 65 260 779 260 36 16 119 103 81 17 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 365 0 270 280 190 150 150 150 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.988 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1593 3147 0 1593 3185 1425 1593 1509 1425 1593 1676 1425 Flt Permitted 0.337 0.134 0.695 0.745 Satd. Flow (perm) 565 3147 0 225 3185 1425 1165 1509 1425 1249 1676 1425 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 12 306 143 143 Link Speed (mph) 45 45 35 35 Link Distance (ft) 1021 915 1593 7432 Travel Time (s) 15.5 13.9 31.0 144.8 Peak Hour Factor 0.85 0.86 0.85 0.85 0.93 0.85 0.85 0.85 0.90 0.85 0.85 0.85 Parking (#/hr) 0 Adj. Flow (vph) 26 884 76 306 838 306 42 19 132 121 95 20 Shared Lane Traffic (%) Lane Group Flow (vph) 26 960 0 306 838 306 42 19 132 121 95 20 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) 12 12 12 12 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.30 1.14 1.14 1.14 1.14 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 121121121 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 000000000 Detector 1 Position(ft) 0 0 000000000 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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 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 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 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft)6666 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm Perm NA Perm Protected Phases 7 4 3 8 2 6 Recent AM Peak Hour Kellar Engineering LLC 5: SW Frontage Rd & SH 392 07/18/2019 Lanes, Volumes, Timings Synchro 9 Report Sean Kellar, PE, PTOE Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 8 8 2 2 6 6 Detector Phase 7 4 388222666 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.6 33.0 22.0 45.4 45.4 25.0 25.0 25.0 25.0 25.0 25.0 Total Split (%) 12.0% 41.3% 27.5% 56.8% 56.8% 31.3% 31.3% 31.3% 31.3% 31.3% 31.3% Maximum Green (s) 5.1 28.5 17.5 40.9 40.9 20.5 20.5 20.5 20.5 20.5 20.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes 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 Recall Mode None None None None None C-Max C-Max C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 00000000 Act Effct Green (s) 33.0 27.9 47.3 43.5 43.5 23.7 23.7 23.7 23.7 23.7 23.7 Actuated g/C Ratio 0.41 0.35 0.59 0.54 0.54 0.30 0.30 0.30 0.30 0.30 0.30 v/c Ratio 0.09 0.87 0.79 0.48 0.33 0.12 0.04 0.25 0.33 0.19 0.04 Control Delay 8.1 34.0 30.5 12.7 2.5 24.0 22.8 5.3 26.9 24.2 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.1 34.0 30.5 12.7 2.5 24.0 22.8 5.3 26.9 24.2 0.1 LOS AC CBACCACCA Approach Delay 33.3 14.3 11.1 23.5 Approach LOS C B B C Intersection Summary Area Type: CBD Cycle Length: 80 Actuated Cycle Length: 80 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.87 Intersection Signal Delay: 21.4 Intersection LOS: C Intersection Capacity Utilization 65.9% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 5: SW Frontage Rd & SH 392 Recent AM Peak Hour Kellar Engineering LLC 3: SW Frontage Rd & Kechter Rd 07/18/2019 HCM 2010 TWSC Synchro 9 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 1.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 153 146 31 332 49 13 Future Vol, veh/h 153 146 31 332 49 13 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 92 85 85 Heavy Vehicles, % 2 22222 Mvmt Flow 180 172 36 361 58 15 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 352 0 699 266 Stage 1 - - - - 266 - Stage 2 - - - - 433 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1207 - 406 773 Stage 1 - - - - 779 - Stage 2 - - - - 654 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1207 - 391 773 Mov Cap-2 Maneuver - - - - 391 - Stage 1 - - - - 779 - Stage 2 - - - - 630 - Approach EB WB NB HCM Control Delay, s 0 0.7 14.9 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 436 - - 1207 - HCM Lane V/C Ratio 0.167 - - 0.03 - HCM Control Delay (s) 14.9 - - 8.1 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.6 - - 0.1 - Recent PM Peak Hour Kellar Engineering LLC 5: SW Frontage Rd & SH 392 07/18/2019 Lanes, Volumes, Timings Synchro 9 Report Sean Kellar, PE, PTOE Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 19 846 49 144 1017 97 80 81 190 84 77 47 Future Volume (vph) 19 846 49 144 1017 97 80 81 190 84 77 47 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 365 0 270 280 190 150 150 150 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.991 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1593 3157 0 1593 3185 1425 1593 1509 1425 1593 1676 1425 Flt Permitted 0.232 0.147 0.700 0.695 Satd. Flow (perm) 389 3157 0 246 3185 1425 1174 1509 1425 1165 1676 1425 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 10 104 221 143 Link Speed (mph) 45 45 35 35 Link Distance (ft) 1021 915 1593 7432 Travel Time (s) 15.5 13.9 31.0 144.8 Peak Hour Factor 0.85 0.91 0.88 0.85 0.97 0.93 0.87 0.85 0.86 0.85 0.88 0.90 Parking (#/hr) 0 Adj. Flow (vph) 22 930 56 169 1048 104 92 95 221 99 88 52 Shared Lane Traffic (%) Lane Group Flow (vph) 22 986 0 169 1048 104 92 95 221 99 88 52 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) 12 12 12 12 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.30 1.14 1.14 1.14 1.14 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 121121121 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 000000000 Detector 1 Position(ft) 0 0 000000000 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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 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 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 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft)6666 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm Perm NA Perm Protected Phases 7 4 3 8 2 6 Recent PM Peak Hour Kellar Engineering LLC 5: SW Frontage Rd & SH 392 07/18/2019 Lanes, Volumes, Timings Synchro 9 Report Sean Kellar, PE, PTOE Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 8 8 2 2 6 6 Detector Phase 7 4 388222666 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.6 39.0 16.0 45.4 45.4 25.0 25.0 25.0 25.0 25.0 25.0 Total Split (%) 12.0% 48.8% 20.0% 56.8% 56.8% 31.3% 31.3% 31.3% 31.3% 31.3% 31.3% Maximum Green (s) 5.1 34.5 11.5 40.9 40.9 20.5 20.5 20.5 20.5 20.5 20.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes 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 Recall Mode None None None None None C-Max C-Max C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 00000000 Act Effct Green (s) 36.0 30.9 45.0 41.1 41.1 26.0 26.0 26.0 26.0 26.0 26.0 Actuated g/C Ratio 0.45 0.39 0.56 0.51 0.51 0.32 0.32 0.32 0.32 0.32 0.32 v/c Ratio 0.09 0.80 0.57 0.64 0.13 0.24 0.19 0.36 0.26 0.16 0.09 Control Delay 7.6 27.0 16.4 16.2 2.8 24.5 23.2 5.6 24.8 22.8 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.6 27.0 16.4 16.2 2.8 24.5 23.2 5.6 24.8 22.8 0.3 LOS AC BBACCACCA Approach Delay 26.6 15.2 13.9 18.7 Approach LOS C B B B Intersection Summary Area Type: CBD Cycle Length: 80 Actuated Cycle Length: 80 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 19.2 Intersection LOS: B Intersection Capacity Utilization 59.7% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 5: SW Frontage Rd & SH 392 Recent PM Peak Hour Kellar Engineering LLC 3: SW Frontage Rd & Kechter Rd 07/18/2019 HCM 2010 TWSC Synchro 9 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 13.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 444 131 61 411 161 30 Future Vol, veh/h 444 131 61 411 161 30 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 472 142 66 447 175 33 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 614 0 1122 543 Stage 1 - - - - 543 - Stage 2 - - - - 579 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 965 - 228 540 Stage 1 - - - - 582 - Stage 2 - - - - 560 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 965 - 207 540 Mov Cap-2 Maneuver - - - - 207 - Stage 1 - - - - 582 - Stage 2 - - - - 509 - Approach EB WB NB HCM Control Delay, s 0 1.2 82.5 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 229 - - 965 - HCM Lane V/C Ratio 0.907 - - 0.069 - HCM Control Delay (s) 82.5 - - 9 0 HCM Lane LOS F - - A A HCM 95th %tile Q(veh) 7.6 - - 0.2 - 2021 Background AM Peak Hour Kellar Engineering LLC 5: SW Frontage Rd & SH 392 07/18/2019 Lanes, Volumes, Timings Synchro 9 Report Sean Kellar, PE, PTOE Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 23 791 68 271 811 58 37 17 124 107 84 18 Future Volume (vph) 23 791 68 271 811 58 37 17 124 107 84 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 365 0 270 280 190 150 150 150 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.988 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1593 3147 0 1593 3185 1425 1593 1509 1425 1593 1676 1425 Flt Permitted 0.325 0.125 0.693 0.744 Satd. Flow (perm) 545 3147 0 210 3185 1425 1162 1509 1425 1247 1676 1425 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 13 82 143 143 Link Speed (mph) 45 45 35 35 Link Distance (ft) 1021 915 1593 7432 Travel Time (s) 15.5 13.9 31.0 144.8 Peak Hour Factor 0.85 0.86 0.85 0.85 0.93 0.85 0.85 0.85 0.90 0.85 0.85 0.85 Parking (#/hr) 0 Adj. Flow (vph) 27 920 80 319 872 68 44 20 138 126 99 21 Shared Lane Traffic (%) Lane Group Flow (vph) 27 1000 0 319 872 68 44 20 138 126 99 21 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) 12 12 12 12 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.30 1.14 1.14 1.14 1.14 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 121121121 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 000000000 Detector 1 Position(ft) 0 0 000000000 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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 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 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 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft)6666 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm Perm NA Perm Protected Phases 7 4 3 8 2 6 2021 Background AM Peak Hour Kellar Engineering LLC 5: SW Frontage Rd & SH 392 07/18/2019 Lanes, Volumes, Timings Synchro 9 Report Sean Kellar, PE, PTOE Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 8 8 2 2 6 6 Detector Phase 7 4 388222666 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.6 34.0 22.0 46.4 46.4 24.0 24.0 24.0 24.0 24.0 24.0 Total Split (%) 12.0% 42.5% 27.5% 58.0% 58.0% 30.0% 30.0% 30.0% 30.0% 30.0% 30.0% Maximum Green (s) 5.1 29.5 17.5 41.9 41.9 19.5 19.5 19.5 19.5 19.5 19.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes 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 Recall Mode None None None None None C-Max C-Max C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 00000000 Act Effct Green (s) 33.8 28.7 48.5 44.7 44.7 22.5 22.5 22.5 22.5 22.5 22.5 Actuated g/C Ratio 0.42 0.36 0.61 0.56 0.56 0.28 0.28 0.28 0.28 0.28 0.28 v/c Ratio 0.09 0.88 0.81 0.49 0.08 0.13 0.05 0.27 0.36 0.21 0.04 Control Delay 7.8 34.3 33.7 12.1 2.2 25.0 23.6 6.0 28.4 25.3 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.8 34.3 33.7 12.1 2.2 25.0 23.6 6.0 28.4 25.3 0.2 LOS AC CBACCACCA Approach Delay 33.6 17.1 11.9 24.8 Approach LOS C B B C Intersection Summary Area Type: CBD Cycle Length: 80 Actuated Cycle Length: 80 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay: 23.6 Intersection LOS: C Intersection Capacity Utilization 67.9% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 5: SW Frontage Rd & SH 392 2021 Background AM Peak Hour Kellar Engineering LLC 3: SW Frontage Rd & Kechter Rd 07/18/2019 HCM 2010 TWSC Synchro 9 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 1.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 159 152 32 346 51 14 Future Vol, veh/h 159 152 32 346 51 14 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 92 85 85 Heavy Vehicles, % 2 22222 Mvmt Flow 187 179 38 376 60 16 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 366 0 729 277 Stage 1 - - - - 277 - Stage 2 - - - - 452 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1193 - 390 762 Stage 1 - - - - 770 - Stage 2 - - - - 641 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1193 - 374 762 Mov Cap-2 Maneuver - - - - 374 - Stage 1 - - - - 770 - Stage 2 - - - - 615 - Approach EB WB NB HCM Control Delay, s 0 0.7 15.5 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 420 - - 1193 - HCM Lane V/C Ratio 0.182 - - 0.032 - HCM Control Delay (s) 15.5 - - 8.1 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0.7 - - 0.1 - 2021 Background PM Peak Hour Kellar Engineering LLC 5: SW Frontage Rd & SH 392 07/18/2019 Lanes, Volumes, Timings Synchro 9 Report Sean Kellar, PE, PTOE Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 20 881 51 150 1059 101 83 84 198 87 80 49 Future Volume (vph) 20 881 51 150 1059 101 83 84 198 87 80 49 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 365 0 270 280 190 150 150 150 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.992 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1593 3160 0 1593 3185 1425 1593 1509 1425 1593 1676 1425 Flt Permitted 0.217 0.138 0.698 0.693 Satd. Flow (perm) 364 3160 0 231 3185 1425 1170 1509 1425 1162 1676 1425 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 10 109 229 143 Link Speed (mph) 45 45 35 35 Link Distance (ft) 1021 915 1593 7432 Travel Time (s) 15.5 13.9 31.0 144.8 Peak Hour Factor 0.85 0.91 0.88 0.85 0.97 0.93 0.87 0.85 0.86 0.85 0.88 0.90 Parking (#/hr) 0 Adj. Flow (vph) 24 968 58 176 1092 109 95 99 230 102 91 54 Shared Lane Traffic (%) Lane Group Flow (vph) 24 1026 0 176 1092 109 95 99 230 102 91 54 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) 12 12 12 12 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.30 1.14 1.14 1.14 1.14 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 121121121 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 000000000 Detector 1 Position(ft) 0 0 000000000 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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 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 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 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft)6666 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm Perm NA Perm Protected Phases 7 4 3 8 2 6 2021 Background PM Peak Hour Kellar Engineering LLC 5: SW Frontage Rd & SH 392 07/18/2019 Lanes, Volumes, Timings Synchro 9 Report Sean Kellar, PE, PTOE Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 8 8 2 2 6 6 Detector Phase 7 4 388222666 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.6 39.0 16.0 45.4 45.4 25.0 25.0 25.0 25.0 25.0 25.0 Total Split (%) 12.0% 48.8% 20.0% 56.8% 56.8% 31.3% 31.3% 31.3% 31.3% 31.3% 31.3% Maximum Green (s) 5.1 34.5 11.5 40.9 40.9 20.5 20.5 20.5 20.5 20.5 20.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes 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 Recall Mode None None None None None C-Max C-Max C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 00000000 Act Effct Green (s) 36.7 31.6 45.7 41.9 41.9 25.3 25.3 25.3 25.3 25.3 25.3 Actuated g/C Ratio 0.46 0.40 0.57 0.52 0.52 0.32 0.32 0.32 0.32 0.32 0.32 v/c Ratio 0.10 0.82 0.60 0.66 0.14 0.26 0.21 0.38 0.28 0.17 0.10 Control Delay 7.5 27.2 18.0 16.2 2.7 25.2 23.8 5.7 25.5 23.3 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.5 27.2 18.0 16.2 2.7 25.2 23.8 5.7 25.5 23.3 0.4 LOS AC BBACCACCA Approach Delay 26.8 15.3 14.3 19.2 Approach LOS C B B B Intersection Summary Area Type: CBD Cycle Length: 80 Actuated Cycle Length: 80 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 19.4 Intersection LOS: B Intersection Capacity Utilization 61.4% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 5: SW Frontage Rd & SH 392 2021 Background PM Peak Hour Kellar Engineering LLC 3: SW Frontage Rd & Kechter Rd 07/18/2019 HCM 2010 TWSC Synchro 9 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 18.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 462 136 64 428 168 31 Future Vol, veh/h 462 136 64 428 168 31 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 491 148 70 465 183 34 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 639 0 1170 565 Stage 1 - - - - 565 - Stage 2 - - - - 605 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 945 - 213 524 Stage 1 - - - - 569 - Stage 2 - - - - 545 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 945 - 192 524 Mov Cap-2 Maneuver - - - - 192 - Stage 1 - - - - 569 - Stage 2 - - - - 491 - Approach EB WB NB HCM Control Delay, s 0 1.2 113.3 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 213 - - 945 - HCM Lane V/C Ratio 1.016 - - 0.074 - HCM Control Delay (s) 113.3 - - 9.1 0 HCM Lane LOS F - - A A HCM 95th %tile Q(veh) 9.2 - - 0.2 - 2021 Short Range Total AM Peak Hour Kellar Engineering LLC 5: SW Frontage Rd & SH 392 07/18/2019 Lanes, Volumes, Timings Synchro 9 Report Sean Kellar, PE, PTOE Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 50 791 68 271 811 104 37 17 124 153 84 46 Future Volume (vph) 50 791 68 271 811 104 37 17 124 153 84 46 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 365 0 270 280 190 150 150 150 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.988 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1593 3147 0 1593 3185 1425 1593 1509 1425 1593 1676 1425 Flt Permitted 0.325 0.117 0.693 0.744 Satd. Flow (perm) 545 3147 0 196 3185 1425 1162 1509 1425 1247 1676 1425 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 13 122 143 143 Link Speed (mph) 45 45 35 35 Link Distance (ft) 1021 915 1593 1245 Travel Time (s) 15.5 13.9 31.0 24.3 Peak Hour Factor 0.85 0.86 0.85 0.85 0.93 0.85 0.85 0.85 0.90 0.85 0.85 0.85 Parking (#/hr) 0 Adj. Flow (vph) 59 920 80 319 872 122 44 20 138 180 99 54 Shared Lane Traffic (%) Lane Group Flow (vph) 59 1000 0 319 872 122 44 20 138 180 99 54 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) 12 12 12 12 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.30 1.14 1.14 1.14 1.14 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 121121121 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 000000000 Detector 1 Position(ft) 0 0 000000000 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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 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 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 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft)6666 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm Perm NA Perm Protected Phases 7 4 3 8 2 6 2021 Short Range Total AM Peak Hour Kellar Engineering LLC 5: SW Frontage Rd & SH 392 07/18/2019 Lanes, Volumes, Timings Synchro 9 Report Sean Kellar, PE, PTOE Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 8 8 2 2 6 6 Detector Phase 7 4 388222666 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 10.0 33.6 22.0 45.6 45.6 24.4 24.4 24.4 24.4 24.4 24.4 Total Split (%) 12.5% 42.0% 27.5% 57.0% 57.0% 30.5% 30.5% 30.5% 30.5% 30.5% 30.5% Maximum Green (s) 5.5 29.1 17.5 41.1 41.1 19.9 19.9 19.9 19.9 19.9 19.9 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes 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 Recall Mode None None None None None C-Max C-Max C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 00000000 Act Effct Green (s) 33.9 28.4 48.3 42.3 42.3 22.7 22.7 22.7 22.7 22.7 22.7 Actuated g/C Ratio 0.42 0.36 0.60 0.53 0.53 0.28 0.28 0.28 0.28 0.28 0.28 v/c Ratio 0.19 0.89 0.83 0.52 0.15 0.13 0.05 0.27 0.51 0.21 0.11 Control Delay 9.1 35.1 36.2 13.8 2.6 24.7 23.4 5.9 31.5 25.0 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.1 35.1 36.2 13.8 2.6 24.7 23.4 5.9 31.5 25.0 0.4 LOS AD DBACCACCA Approach Delay 33.7 18.2 11.7 24.6 Approach LOS C B B C Intersection Summary Area Type: CBD Cycle Length: 80 Actuated Cycle Length: 80 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 70 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 24.1 Intersection LOS: C Intersection Capacity Utilization 70.7% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 5: SW Frontage Rd & SH 392 2021 Short Range Total AM Peak Hour Kellar Engineering LLC 3: SW Frontage Rd & Kechter Rd 07/18/2019 HCM 2010 TWSC Synchro 9 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 2.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 159 166 36 346 65 18 Future Vol, veh/h 159 166 36 346 65 18 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 92 85 85 Heavy Vehicles, % 2 22222 Mvmt Flow 187 195 42 376 76 21 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 382 0 745 285 Stage 1 - - - - 285 - Stage 2 - - - - 460 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1176 - 382 754 Stage 1 - - - - 763 - Stage 2 - - - - 636 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1176 - 365 754 Mov Cap-2 Maneuver - - - - 365 - Stage 1 - - - - 763 - Stage 2 - - - - 607 - Approach EB WB NB HCM Control Delay, s 0 0.8 16.5 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 411 - - 1176 - HCM Lane V/C Ratio 0.238 - - 0.036 - HCM Control Delay (s) 16.5 - - 8.2 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0.9 - - 0.1 - 2021 Short Range Total AM Peak Hour Kellar Engineering LLC 8: SW Frontage Rd & Site Access 07/18/2019 HCM 2010 TWSC Synchro 9 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 2.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 74 18 81 73 18 184 Future Vol, veh/h 74 18 81 73 18 184 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 90 - - 70 70 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 22222 Mvmt Flow 87 21 95 86 21 216 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 353 95 0 0 181 0 Stage 1 95 ----- Stage 2 258 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 645 962 - - 1394 - Stage 1 929 ----- Stage 2 785 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 635 962 - - 1394 - Mov Cap-2 Maneuver 635 ----- Stage 1 929 ----- Stage 2 773 ----- Approach WB NB SB HCM Control Delay, s 11.1 0 0.7 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 635 962 1394 - HCM Lane V/C Ratio - - 0.137 0.022 0.015 - HCM Control Delay (s) - - 11.6 8.8 7.6 - HCM Lane LOS - - B A A - HCM 95th %tile Q(veh) - - 0.5 0.1 0 - 2021 Short Range Total AM Peak Hour (Roundabout) Kellar Engineering LLC 3: SW Frontage Rd & Kechter Rd 07/30/2019 HCM 2010 Roundabout Synchro 9 Report Sean Kellar, PE, PTOE Intersection Intersection Delay, s/veh 7.3 Intersection LOS A Approach EB WB NB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 382 418 97 Demand Flow Rate, veh/h 390 427 99 Vehicles Circulating, veh/h 43 78 191 Vehicles Exiting, veh/h 462 212 242 Follow-Up Headway, s 3.186 3.186 3.186 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 7.1 8.0 4.9 Approach LOS A A A Lane Left Left Left Designated Moves TR LT LR Assumed Moves TR LT LR RT Channelized Lane Util 1.000 1.000 1.000 Critical Headway, s 5.193 5.193 5.193 Entry Flow, veh/h 390 427 99 Cap Entry Lane, veh/h 1082 1045 933 Entry HV Adj Factor 0.980 0.980 0.980 Flow Entry, veh/h 382 418 97 Cap Entry, veh/h 1061 1024 915 V/C Ratio 0.360 0.409 0.106 Control Delay, s/veh 7.1 8.0 4.9 LOS A A A 95th %tile Queue, veh 2 2 0 2021 Short Range Total AM Peak Hour (Turn Lanes) Kellar Engineering LLC 3: SW Frontage Rd & Kechter Rd 07/30/2019 HCM 2010 TWSC Synchro 9 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 2.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 159 166 36 346 65 18 Future Vol, veh/h 159 166 36 346 65 18 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 255 - 60 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 92 85 85 Heavy Vehicles, % 2 22222 Mvmt Flow 187 195 42 376 76 21 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 382 0 745 285 Stage 1 - - - - 285 - Stage 2 - - - - 460 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1176 - 382 754 Stage 1 - - - - 763 - Stage 2 - - - - 636 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1176 - 368 754 Mov Cap-2 Maneuver - - - - 368 - Stage 1 - - - - 763 - Stage 2 - - - - 613 - Approach EB WB NB HCM Control Delay, s 0 0.8 15.7 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 368 754 - - 1176 - HCM Lane V/C Ratio 0.208 0.028 - - 0.036 - HCM Control Delay (s) 17.3 9.9 - - 8.2 - HCM Lane LOS C A - - A - HCM 95th %tile Q(veh) 0.8 0.1 - - 0.1 - 2021 Short Range Total PM Peak Hour Kellar Engineering LLC 5: SW Frontage Rd & SH 392 07/18/2019 Lanes, Volumes, Timings Synchro 9 Report Sean Kellar, PE, PTOE Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 53 881 51 150 1059 157 83 84 198 143 80 82 Future Volume (vph) 53 881 51 150 1059 157 83 84 198 143 80 82 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 365 0 270 280 190 150 150 150 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.992 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1593 3160 0 1593 3185 1425 1593 1509 1425 1593 1676 1425 Flt Permitted 0.169 0.121 0.698 0.693 Satd. Flow (perm) 283 3160 0 203 3185 1425 1170 1509 1425 1162 1676 1425 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 9 169 207 91 Link Speed (mph) 45 45 35 35 Link Distance (ft) 1021 915 1593 1245 Travel Time (s) 15.5 13.9 31.0 24.3 Peak Hour Factor 0.85 0.91 0.88 0.85 0.97 0.93 0.87 0.85 0.86 0.85 0.88 0.90 Parking (#/hr) 0 Adj. Flow (vph) 62 968 58 176 1092 169 95 99 230 168 91 91 Shared Lane Traffic (%) Lane Group Flow (vph) 62 1026 0 176 1092 169 95 99 230 168 91 91 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) 12 12 12 12 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.30 1.14 1.14 1.14 1.14 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 121121121 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 000000000 Detector 1 Position(ft) 0 0 000000000 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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 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 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 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft)6666 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm Perm NA Perm Protected Phases 7 4 3 8 2 6 2021 Short Range Total PM Peak Hour Kellar Engineering LLC 5: SW Frontage Rd & SH 392 07/18/2019 Lanes, Volumes, Timings Synchro 9 Report Sean Kellar, PE, PTOE Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 8 8 2 2 6 6 Detector Phase 7 4 388222666 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 10.5 38.0 15.0 42.5 42.5 27.0 27.0 27.0 27.0 27.0 27.0 Total Split (%) 13.1% 47.5% 18.8% 53.1% 53.1% 33.8% 33.8% 33.8% 33.8% 33.8% 33.8% Maximum Green (s) 6.0 33.5 10.5 38.0 38.0 22.5 22.5 22.5 22.5 22.5 22.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes 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 Recall Mode None None None None None C-Max C-Max C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 00000000 Act Effct Green (s) 36.8 30.9 44.4 36.5 36.5 26.1 26.1 26.1 26.1 26.1 26.1 Actuated g/C Ratio 0.46 0.39 0.56 0.46 0.46 0.33 0.33 0.33 0.33 0.33 0.33 v/c Ratio 0.27 0.84 0.64 0.75 0.23 0.25 0.20 0.38 0.44 0.17 0.17 Control Delay 10.7 28.8 22.2 22.0 2.9 23.9 22.7 6.8 27.5 22.1 6.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.7 28.8 22.2 22.0 2.9 23.9 22.7 6.8 27.5 22.1 6.3 LOS BC CCACCACCA Approach Delay 27.7 19.7 14.3 20.6 Approach LOS C B B C Intersection Summary Area Type: CBD Cycle Length: 80 Actuated Cycle Length: 80 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 21.8 Intersection LOS: C Intersection Capacity Utilization 64.8% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 5: SW Frontage Rd & SH 392 2021 Short Range Total PM Peak Hour Kellar Engineering LLC 3: SW Frontage Rd & Kechter Rd 07/18/2019 HCM 2010 TWSC Synchro 9 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 27.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 462 153 69 428 185 36 Future Vol, veh/h 462 153 69 428 185 36 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 491 166 75 465 201 39 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 657 0 1189 574 Stage 1 - - - - 574 - Stage 2 - - - - 615 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 931 - 208 518 Stage 1 - - - - 563 - Stage 2 - - - - 539 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 931 - ~ 185 518 Mov Cap-2 Maneuver - - - - ~ 185 - Stage 1 - - - - 563 - Stage 2 - - - - 480 - Approach EB WB NB HCM Control Delay, s 0 1.3 160.4 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 207 - - 931 - HCM Lane V/C Ratio 1.16 - - 0.081 - HCM Control Delay (s) 160.4 - - 9.2 0 HCM Lane LOS F - - A A HCM 95th %tile Q(veh) 11.8 - - 0.3 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 2021 Short Range Total PM Peak Hour Kellar Engineering LLC 8: SW Frontage Rd & Site Access 07/18/2019 HCM 2010 TWSC Synchro 9 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 2.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 89 22 121 89 22 200 Future Vol, veh/h 89 22 121 89 22 200 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 90 - - 70 70 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 22222 Mvmt Flow 105 26 142 105 26 235 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 429 142 0 0 247 0 Stage 1 142 ----- Stage 2 287 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 583 906 - - 1319 - Stage 1 885 ----- Stage 2 762 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 571 906 - - 1319 - Mov Cap-2 Maneuver 571 ----- Stage 1 885 ----- Stage 2 747 ----- Approach WB NB SB HCM Control Delay, s 12 0 0.8 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 571 906 1319 - HCM Lane V/C Ratio - - 0.183 0.029 0.02 - HCM Control Delay (s) - - 12.7 9.1 7.8 - HCM Lane LOS - - B A A - HCM 95th %tile Q(veh) - - 0.7 0.1 0.1 - 2021 Short Range Total PM Peak Hour (Roundabout) Kellar Engineering LLC 3: SW Frontage Rd & Kechter Rd 07/30/2019 HCM 2010 Roundabout Synchro 9 Report Sean Kellar, PE, PTOE Intersection Intersection Delay, s/veh 12.3 Intersection LOS B Approach EB WB NB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 657 540 240 Demand Flow Rate, veh/h 670 550 245 Vehicles Circulating, veh/h 76 205 501 Vehicles Exiting, veh/h 679 541 245 Follow-Up Headway, s 3.186 3.186 3.186 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 12.7 12.7 10.1 Approach LOS B B B Lane Left Left Left Designated Moves TR LT LR Assumed Moves TR LT LR RT Channelized Lane Util 1.000 1.000 1.000 Critical Headway, s 5.193 5.193 5.193 Entry Flow, veh/h 670 550 245 Cap Entry Lane, veh/h 1047 921 685 Entry HV Adj Factor 0.981 0.981 0.980 Flow Entry, veh/h 657 540 240 Cap Entry, veh/h 1027 903 671 V/C Ratio 0.640 0.597 0.358 Control Delay, s/veh 12.7 12.7 10.1 LOS B B B 95th %tile Queue, veh 5 4 2 2021 Short Range Total PM Peak Hour (Turn Lanes) Kellar Engineering LLC 3: SW Frontage Rd & Kechter Rd 07/30/2019 HCM 2010 TWSC Synchro 9 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 19.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 462 153 69 428 185 36 Future Vol, veh/h 462 153 69 428 185 36 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 255 - 60 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 491 166 75 465 201 39 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 657 0 1189 574 Stage 1 - - - - 574 - Stage 2 - - - - 615 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 931 - 208 518 Stage 1 - - - - 563 - Stage 2 - - - - 539 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 931 - ~ 191 518 Mov Cap-2 Maneuver - - - - ~ 191 - Stage 1 - - - - 563 - Stage 2 - - - - 495 - Approach EB WB NB HCM Control Delay, s 0 1.3 111.7 HCM LOS F Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 191 518 - - 931 - HCM Lane V/C Ratio 1.053 0.076 - - 0.081 - HCM Control Delay (s) 131 12.5 - - 9.2 - HCM Lane LOS F B - - A - HCM 95th %tile Q(veh) 9.3 0.2 - - 0.3 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 2040 Background AM Peak Hour Kellar Engineering LLC 5: SW Frontage Rd & SH 392 07/18/2019 Lanes, Volumes, Timings Synchro 9 Report Sean Kellar, PE, PTOE Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 35 1164 100 398 1193 86 55 25 182 158 124 26 Future Volume (vph) 35 1164 100 398 1193 86 55 25 182 158 124 26 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 365 0 270 280 190 150 150 150 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.988 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1593 3147 0 1593 3185 1425 1593 1509 1425 1593 1676 1425 Flt Permitted 0.222 0.093 0.630 0.740 Satd. Flow (perm) 372 3147 0 156 3185 1425 1056 1509 1425 1241 1676 1425 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 12 91 192 127 Link Speed (mph) 45 45 35 35 Link Distance (ft) 1021 915 1593 7432 Travel Time (s) 15.5 13.9 31.0 144.8 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Parking (#/hr) 0 Adj. Flow (vph) 37 1225 105 419 1256 91 58 26 192 166 131 27 Shared Lane Traffic (%) Lane Group Flow (vph) 37 1330 0 419 1256 91 58 26 192 166 131 27 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) 12 12 12 12 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.30 1.14 1.14 1.14 1.14 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 121121121 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 000000000 Detector 1 Position(ft) 0 0 000000000 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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 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 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 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft)6666 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm Perm NA Perm Protected Phases 7 4 3 8 2 6 2040 Background AM Peak Hour Kellar Engineering LLC 5: SW Frontage Rd & SH 392 07/18/2019 Lanes, Volumes, Timings Synchro 9 Report Sean Kellar, PE, PTOE Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 8 8 2 2 6 6 Detector Phase 7 4 388222666 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.6 41.3 24.4 56.1 56.1 24.3 24.3 24.3 24.3 24.3 24.3 Total Split (%) 10.7% 45.9% 27.1% 62.3% 62.3% 27.0% 27.0% 27.0% 27.0% 27.0% 27.0% Maximum Green (s) 5.1 36.8 19.9 51.6 51.6 19.8 19.8 19.8 19.8 19.8 19.8 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes 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 Recall Mode None None None None None C-Max C-Max C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 00000000 Act Effct Green (s) 41.9 36.8 61.2 55.4 55.4 19.8 19.8 19.8 19.8 19.8 19.8 Actuated g/C Ratio 0.47 0.41 0.68 0.62 0.62 0.22 0.22 0.22 0.22 0.22 0.22 v/c Ratio 0.15 1.03 0.99 0.64 0.10 0.25 0.08 0.41 0.61 0.36 0.07 Control Delay 8.6 60.1 68.4 13.7 2.3 32.4 28.8 7.6 42.3 33.0 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.6 60.1 68.4 13.7 2.3 32.4 28.8 7.6 42.3 33.0 0.3 LOS AE EBACCADCA Approach Delay 58.7 26.1 14.8 35.1 Approach LOS E C B D Intersection Summary Area Type: CBD Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.03 Intersection Signal Delay: 38.0 Intersection LOS: D Intersection Capacity Utilization 92.7% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 5: SW Frontage Rd & SH 392 2040 Background AM Peak Hour Kellar Engineering LLC 3: SW Frontage Rd & Kechter Rd 07/18/2019 HCM 2010 TWSC Synchro 9 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 2.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 234 224 47 508 75 20 Future Vol, veh/h 234 224 47 508 75 20 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 22222 Mvmt Flow 246 236 49 535 79 21 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 482 0 997 364 Stage 1 - - - - 364 - Stage 2 - - - - 633 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1081 - 271 681 Stage 1 - - - - 703 - Stage 2 - - - - 529 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1081 - 254 681 Mov Cap-2 Maneuver - - - - 254 - Stage 1 - - - - 703 - Stage 2 - - - - 495 - Approach EB WB NB HCM Control Delay, s 0 0.7 23.5 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 293 - - 1081 - HCM Lane V/C Ratio 0.341 - - 0.046 - HCM Control Delay (s) 23.5 - - 8.5 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 1.5 - - 0.1 - 2040 Background PM Peak Hour Kellar Engineering LLC 5: SW Frontage Rd & SH 392 07/18/2019 Lanes, Volumes, Timings Synchro 9 Report Sean Kellar, PE, PTOE Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 31 1296 75 221 1557 149 123 124 291 129 118 72 Future Volume (vph) 31 1296 75 221 1557 149 123 124 291 129 118 72 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 365 0 270 280 190 150 150 150 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.992 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1593 3160 0 1593 3185 1425 1593 1509 1425 1593 1676 1425 Flt Permitted 0.087 0.079 0.650 0.634 Satd. Flow (perm) 146 3160 0 132 3185 1425 1090 1509 1425 1063 1676 1425 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 9 157 188 127 Link Speed (mph) 45 45 35 35 Link Distance (ft) 1021 915 1593 7432 Travel Time (s) 15.5 13.9 31.0 144.8 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Parking (#/hr) 0 Adj. Flow (vph) 33 1364 79 233 1639 157 129 131 306 136 124 76 Shared Lane Traffic (%) Lane Group Flow (vph) 33 1443 0 233 1639 157 129 131 306 136 124 76 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) 12 12 12 12 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.30 1.14 1.14 1.14 1.14 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 121121121 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 000000000 Detector 1 Position(ft) 0 0 000000000 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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 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 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 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft)6666 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm Perm NA Perm Protected Phases 7 4 3 8 2 6 2040 Background PM Peak Hour Kellar Engineering LLC 5: SW Frontage Rd & SH 392 07/18/2019 Lanes, Volumes, Timings Synchro 9 Report Sean Kellar, PE, PTOE Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 8 8 2 2 6 6 Detector Phase 7 4 388222666 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.5 49.0 17.0 56.5 56.5 24.0 24.0 24.0 24.0 24.0 24.0 Total Split (%) 10.6% 54.4% 18.9% 62.8% 62.8% 26.7% 26.7% 26.7% 26.7% 26.7% 26.7% Maximum Green (s) 5.0 44.5 12.5 52.0 52.0 19.5 19.5 19.5 19.5 19.5 19.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes 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 Recall Mode None None None None None C-Max C-Max C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 00000000 Act Effct Green (s) 49.1 44.1 60.4 54.7 54.7 20.6 20.6 20.6 20.6 20.6 20.6 Actuated g/C Ratio 0.55 0.49 0.67 0.61 0.61 0.23 0.23 0.23 0.23 0.23 0.23 v/c Ratio 0.21 0.93 0.84 0.85 0.17 0.52 0.38 0.65 0.56 0.32 0.18 Control Delay 9.0 33.4 46.4 20.6 2.0 39.6 33.9 19.9 41.6 32.4 2.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.0 33.4 46.4 20.6 2.0 39.6 33.9 19.9 41.6 32.4 2.4 LOS AC DCADCBDCA Approach Delay 32.8 22.1 27.6 29.3 Approach LOS CCCC Intersection Summary Area Type: CBD Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 27.0 Intersection LOS: C Intersection Capacity Utilization 86.3% ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 5: SW Frontage Rd & SH 392 2040 Background PM Peak Hour Kellar Engineering LLC 3: SW Frontage Rd & Kechter Rd 07/18/2019 HCM 2010 TWSC Synchro 9 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 176.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 680 201 93 629 247 46 Future Vol, veh/h 680 201 93 629 247 46 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 22222 Mvmt Flow 716 212 98 662 260 48 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 928 0 1680 822 Stage 1 - - - - 822 - Stage 2 - - - - 858 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 737 - ~ 104 374 Stage 1 - - - - 432 - Stage 2 - - - - 415 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 737 - ~ 82 374 Mov Cap-2 Maneuver - - - - ~ 82 - Stage 1 - - - - 432 - Stage 2 - - - - 328 - Approach EB WB NB HCM Control Delay, s 0 1.4 $ 1138.8 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 93 - - 737 - HCM Lane V/C Ratio 3.316 - - 0.133 - HCM Control Delay (s) $ 1138.8 - - 10.6 0 HCM Lane LOS F - - B A HCM 95th %tile Q(veh) 30.7 - - 0.5 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 2040 Long Range Total AM Peak Hour Kellar Engineering LLC 5: SW Frontage Rd & SH 392 07/18/2019 Lanes, Volumes, Timings Synchro 9 Report Sean Kellar, PE, PTOE Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 62 1164 100 398 1193 132 55 25 182 204 124 54 Future Volume (vph) 62 1164 100 398 1193 132 55 25 182 204 124 54 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 365 0 270 280 190 150 150 150 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.988 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1593 3147 0 1593 3185 1425 1593 1509 1425 1593 1676 1425 Flt Permitted 0.209 0.093 0.632 0.740 Satd. Flow (perm) 350 3147 0 156 3185 1425 1060 1509 1425 1241 1676 1425 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 12 139 192 127 Link Speed (mph) 45 45 35 35 Link Distance (ft) 1021 915 1593 1245 Travel Time (s) 15.5 13.9 31.0 24.3 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Parking (#/hr) 0 Adj. Flow (vph) 65 1225 105 419 1256 139 58 26 192 215 131 57 Shared Lane Traffic (%) Lane Group Flow (vph) 65 1330 0 419 1256 139 58 26 192 215 131 57 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) 12 12 12 12 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.30 1.14 1.14 1.14 1.14 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 121121121 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 000000000 Detector 1 Position(ft) 0 0 000000000 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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 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 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 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft)6666 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm Perm NA Perm Protected Phases 7 4 3 8 2 6 2040 Long Range Total AM Peak Hour Kellar Engineering LLC 5: SW Frontage Rd & SH 392 07/18/2019 Lanes, Volumes, Timings Synchro 9 Report Sean Kellar, PE, PTOE Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 8 8 2 2 6 6 Detector Phase 7 4 388222666 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 10.8 42.0 24.2 55.4 55.4 23.8 23.8 23.8 23.8 23.8 23.8 Total Split (%) 12.0% 46.7% 26.9% 61.6% 61.6% 26.4% 26.4% 26.4% 26.4% 26.4% 26.4% Maximum Green (s) 6.3 37.5 19.7 50.9 50.9 19.3 19.3 19.3 19.3 19.3 19.3 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes 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 Recall Mode None None None None None C-Max C-Max C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 00000000 Act Effct Green (s) 43.6 37.5 61.7 53.1 53.1 19.3 19.3 19.3 19.3 19.3 19.3 Actuated g/C Ratio 0.48 0.42 0.69 0.59 0.59 0.21 0.21 0.21 0.21 0.21 0.21 v/c Ratio 0.26 1.01 1.00 0.67 0.15 0.26 0.08 0.42 0.81 0.36 0.14 Control Delay 9.6 54.3 69.7 15.4 2.1 33.0 29.2 7.8 58.2 33.6 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.6 54.3 69.7 15.4 2.1 33.0 29.2 7.8 58.2 33.6 0.7 LOS AD EBACCAECA Approach Delay 52.2 26.9 15.1 42.1 Approach LOS D C B D Intersection Summary Area Type: CBD Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.01 Intersection Signal Delay: 36.7 Intersection LOS: D Intersection Capacity Utilization 95.5% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 5: SW Frontage Rd & SH 392 2040 Long Range Total AM Peak Hour Kellar Engineering LLC 3: SW Frontage Rd & Kechter Rd 07/18/2019 HCM 2010 TWSC Synchro 9 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 234 238 51 508 89 24 Future Vol, veh/h 234 238 51 508 89 24 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 22222 Mvmt Flow 246 251 54 535 94 25 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 497 0 1015 372 Stage 1 - - - - 372 - Stage 2 - - - - 643 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1067 - 264 674 Stage 1 - - - - 697 - Stage 2 - - - - 523 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1067 - 245 674 Mov Cap-2 Maneuver - - - - 245 - Stage 1 - - - - 697 - Stage 2 - - - - 485 - Approach EB WB NB HCM Control Delay, s 0 0.8 26.6 HCM LOS D Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 283 - - 1067 - HCM Lane V/C Ratio 0.42 - - 0.05 - HCM Control Delay (s) 26.6 - - 8.6 0 HCM Lane LOS D - - A A HCM 95th %tile Q(veh) 2 - - 0.2 - 2040 Long Range Total AM Peak Hour Kellar Engineering LLC 8: SW Frontage Rd & Site Access 07/18/2019 HCM 2010 TWSC Synchro 9 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 2.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 74 18 121 73 18 271 Future Vol, veh/h 74 18 121 73 18 271 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 90 - - 70 70 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 22222 Mvmt Flow 78 19 127 77 19 285 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 450 127 0 0 204 0 Stage 1 127 ----- Stage 2 323 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 567 923 - - 1368 - Stage 1 899 ----- Stage 2 734 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 559 923 - - 1368 - Mov Cap-2 Maneuver 559 ----- Stage 1 899 ----- Stage 2 724 ----- Approach WB NB SB HCM Control Delay, s 11.8 0 0.5 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 559 923 1368 - HCM Lane V/C Ratio - - 0.139 0.021 0.014 - HCM Control Delay (s) - - 12.5 9 7.7 - HCM Lane LOS - - B A A - HCM 95th %tile Q(veh) - - 0.5 0.1 0 - 2040 Long Range Total AM Peak Hour (Roundabout) Kellar Engineering LLC 3: SW Frontage Rd & Kechter Rd 07/30/2019 HCM 2010 Roundabout Synchro 9 Report Sean Kellar, PE, PTOE Intersection Intersection Delay, s/veh 9.8 Intersection LOS A Approach EB WB NB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 497 589 119 Demand Flow Rate, veh/h 507 601 122 Vehicles Circulating, veh/h 55 96 251 Vehicles Exiting, veh/h 642 276 311 Follow-Up Headway, s 3.186 3.186 3.186 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 8.9 11.4 5.6 Approach LOS A B A Lane Left Left Left Designated Moves TR LT LR Assumed Moves TR LT LR RT Channelized Lane Util 1.000 1.000 1.000 Critical Headway, s 5.193 5.193 5.193 Entry Flow, veh/h 507 601 122 Cap Entry Lane, veh/h 1069 1027 879 Entry HV Adj Factor 0.980 0.981 0.975 Flow Entry, veh/h 497 589 119 Cap Entry, veh/h 1049 1007 858 V/C Ratio 0.474 0.585 0.139 Control Delay, s/veh 8.9 11.4 5.6 LOS A B A 95th %tile Queue, veh 3 4 0 2040 Long Range Total AM Peak Hour (Turn Lanes) Kellar Engineering LLC 3: SW Frontage Rd & Kechter Rd 07/30/2019 HCM 2010 TWSC Synchro 9 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 2.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 234 238 51 508 89 24 Future Vol, veh/h 234 238 51 508 89 24 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 255 - 60 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 22222 Mvmt Flow 246 251 54 535 94 25 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 497 0 1015 372 Stage 1 - - - - 372 - Stage 2 - - - - 643 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1067 - 264 674 Stage 1 - - - - 697 - Stage 2 - - - - 523 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1067 - 251 674 Mov Cap-2 Maneuver - - - - 251 - Stage 1 - - - - 697 - Stage 2 - - - - 496 - Approach EB WB NB HCM Control Delay, s 0 0.8 24 HCM LOS C Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 251 674 - - 1067 - HCM Lane V/C Ratio 0.373 0.037 - - 0.05 - HCM Control Delay (s) 27.6 10.5 - - 8.6 - HCM Lane LOS D B - - A - HCM 95th %tile Q(veh) 1.6 0.1 - - 0.2 - 2040 Long Range Total PM Peak Hour Kellar Engineering LLC 5: SW Frontage Rd & SH 392 07/18/2019 Lanes, Volumes, Timings Synchro 9 Report Sean Kellar, PE, PTOE Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 64 1296 75 221 1557 205 123 124 291 185 118 105 Future Volume (vph) 64 1296 75 221 1557 205 123 124 291 185 118 105 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 365 0 270 280 190 150 150 150 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.992 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1593 3160 0 1593 3185 1425 1593 1509 1425 1593 1676 1425 Flt Permitted 0.091 0.082 0.659 0.645 Satd. Flow (perm) 153 3160 0 137 3185 1425 1105 1509 1425 1081 1676 1425 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 9 216 172 127 Link Speed (mph) 45 45 35 35 Link Distance (ft) 1021 915 1593 1245 Travel Time (s) 15.5 13.9 31.0 24.3 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Parking (#/hr) 0 Adj. Flow (vph) 67 1364 79 233 1639 216 129 131 306 195 124 111 Shared Lane Traffic (%) Lane Group Flow (vph) 67 1443 0 233 1639 216 129 131 306 195 124 111 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) 12 12 12 12 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.30 1.14 1.14 1.14 1.14 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 121121121 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 000000000 Detector 1 Position(ft) 0 0 000000000 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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 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 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 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft)6666 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm Perm NA Perm Protected Phases 7 4 3 8 2 6 2040 Long Range Total PM Peak Hour Kellar Engineering LLC 5: SW Frontage Rd & SH 392 07/18/2019 Lanes, Volumes, Timings Synchro 9 Report Sean Kellar, PE, PTOE Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 8 8 2 2 6 6 Detector Phase 7 4 388222666 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.5 48.0 16.0 54.5 54.5 26.0 26.0 26.0 26.0 26.0 26.0 Total Split (%) 10.6% 53.3% 17.8% 60.6% 60.6% 28.9% 28.9% 28.9% 28.9% 28.9% 28.9% Maximum Green (s) 5.0 43.5 11.5 50.0 50.0 21.5 21.5 21.5 21.5 21.5 21.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes 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 Recall Mode None None None None None C-Max C-Max C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 00000000 Act Effct Green (s) 48.2 43.2 58.9 51.3 51.3 22.1 22.1 22.1 22.1 22.1 22.1 Actuated g/C Ratio 0.54 0.48 0.65 0.57 0.57 0.25 0.25 0.25 0.25 0.25 0.25 v/c Ratio 0.41 0.95 0.86 0.90 0.24 0.48 0.35 0.64 0.74 0.30 0.25 Control Delay 16.4 36.8 51.1 26.4 2.1 36.3 31.7 20.2 50.1 30.5 5.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.4 36.8 51.1 26.4 2.1 36.3 31.7 20.2 50.1 30.5 5.7 LOS BD DCADCCDCA Approach Delay 35.9 26.6 26.5 33.0 Approach LOS DCCC Intersection Summary Area Type: CBD Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 30.3 Intersection LOS: C Intersection Capacity Utilization 89.7% ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 5: SW Frontage Rd & SH 392 2040 Long Range Total PM Peak Hour Kellar Engineering LLC 3: SW Frontage Rd & Kechter Rd 07/18/2019 HCM 2010 TWSC Synchro 9 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 215.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 680 218 98 629 264 51 Future Vol, veh/h 680 218 98 629 264 51 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 22222 Mvmt Flow 716 229 103 662 278 54 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 945 0 1699 831 Stage 1 - - - - 831 - Stage 2 - - - - 868 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 726 - ~ 101 370 Stage 1 - - - - 428 - Stage 2 - - - - 411 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 726 - ~ 78 370 Mov Cap-2 Maneuver - - - - ~ 78 - Stage 1 - - - - 428 - Stage 2 - - - - 319 - Approach EB WB NB HCM Control Delay, s 0 1.5 $ 1325 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 89 - - 726 - HCM Lane V/C Ratio 3.726 - - 0.142 - HCM Control Delay (s) $ 1325 - - 10.8 0 HCM Lane LOS F - - B A HCM 95th %tile Q(veh) 34 - - 0.5 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 2040 Long Range Total PM Peak Hour Kellar Engineering LLC 8: SW Frontage Rd & Site Access 07/18/2019 HCM 2010 TWSC Synchro 9 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 2.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 89 22 180 89 22 294 Future Vol, veh/h 89 22 180 89 22 294 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 90 - - 70 70 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 22222 Mvmt Flow 105 26 212 105 26 346 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 610 212 0 0 317 0 Stage 1 212 ----- Stage 2 398 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 458 828 - - 1243 - Stage 1 823 ----- Stage 2 678 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 448 828 - - 1243 - Mov Cap-2 Maneuver 448 ----- Stage 1 823 ----- Stage 2 664 ----- Approach WB NB SB HCM Control Delay, s 14.3 0 0.6 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 448 828 1243 - HCM Lane V/C Ratio - - 0.234 0.031 0.021 - HCM Control Delay (s) - - 15.5 9.5 8 - HCM Lane LOS - - C A A - HCM 95th %tile Q(veh) - - 0.9 0.1 0.1 - 2040 Long Range Total PM Peak Hour (Roundabout) Kellar Engineering LLC 3: SW Frontage Rd & Kechter Rd 07/30/2019 HCM 2010 Roundabout Synchro 9 Report Sean Kellar, PE, PTOE Intersection Intersection Delay, s/veh 34.3 Intersection LOS D Approach EB WB NB Entry Lanes 1 1 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 945 765 332 Demand Flow Rate, veh/h 964 780 339 Vehicles Circulating, veh/h 105 284 730 Vehicles Exiting, veh/h 959 785 339 Follow-Up Headway, s 3.186 3.186 3.186 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 37.5 36.4 20.4 Approach LOS E E C Lane Left Left Left Designated Moves TR LT LR Assumed Moves TR LT LR RT Channelized Lane Util 1.000 1.000 1.000 Critical Headway, s 5.193 5.193 5.193 Entry Flow, veh/h 964 780 339 Cap Entry Lane, veh/h 1017 851 545 Entry HV Adj Factor 0.980 0.980 0.979 Flow Entry, veh/h 945 765 332 Cap Entry, veh/h 997 834 533 V/C Ratio 0.948 0.917 0.623 Control Delay, s/veh 37.5 36.4 20.4 LOS E E C 95th %tile Queue, veh 16 13 4 2040 Long Range Total PM Peak Hour (Turn Lanes) Kellar Engineering LLC 3: SW Frontage Rd & Kechter Rd 07/30/2019 HCM 2010 TWSC Synchro 9 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 149.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 680 218 98 629 264 51 Future Vol, veh/h 680 218 98 629 264 51 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 255 - 60 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 22222 Mvmt Flow 716 229 103 662 278 54 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 945 0 1699 831 Stage 1 - - - - 831 - Stage 2 - - - - 868 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 726 - ~ 101 370 Stage 1 - - - - 428 - Stage 2 - - - - 411 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 726 - ~ 87 370 Mov Cap-2 Maneuver - - - - ~ 87 - Stage 1 - - - - 428 - Stage 2 - - - - 353 - Approach EB WB NB HCM Control Delay, s 0 1.5 $ 916.8 HCM LOS F Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT Capacity (veh/h) 87 370 - - 726 - HCM Lane V/C Ratio 3.194 0.145 - - 0.142 - HCM Control Delay (s) $ 1090.7 16.4 - - 10.8 - HCM Lane LOS F C - - B - HCM 95th %tile Q(veh) 27.6 0.5 - - 0.5 - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon