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HomeMy WebLinkAboutJEROME STREET STATION - PDP210009 - SUBMITTAL DOCUMENTS - ROUND 2 - TRAFFIC STUDY This 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. Old Town North - Jerome Street Southeast Quadrant of N. College Avenue and Suniga Road Fort Collins, CO Traffic Impact Study KE Job #2020-047 Prepared for: Black Timber Land Company 417 Jefferson St Fort Collins, CO 80524 Prepared by: www.kellarengineering.com skellar@kellarengineering.com 970.219.1602 phone January 4, 2022 Sean K. Kellar, PE, PTOE Old Town North 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 3 3.0 Proposed Development 6 4.0 Pedestrian Facilities 6 4.1 Trip Generation 6 4.2 Trip Distribution 7 4.3 Traffic Assignment 7 4.4 Short Range and Long Range Total Peak Hour Traffic 7 5.0 Traffic Operation Analysis 8 5.1 Analysis Methodology 8 5.2 Intersection Operational Analysis 8 6.0 Findings 29 List of Figures: Page Figure 1: Vicinity Map 4 Figure 2: Site Plan 5 Figure 3: Recent Peak Hour Traffic 10 Figure 4: 2025 Background Peak Hour Traffic 11 Figure 5: 2040 Background Peak Hour Traffic 12 Figure 6: Trip Distribution 13 Figure 7: Site Generated Traffic 14 Figure 8: 2025 Short Range Total Peak Hour Traffic 15 Figure 9: 2040 Long Range Total Peak Hour Traffic 16 Old Town North Traffic Impact Study -Page 2 TABLE OF CONTENTS (continued) List of Tables: Page Table 1: Trip Generation 9 Table 2: Recent Peak Hour Operations 17 Table 3: 2025 Background Peak Hour LOS Operations 19 Table 4: 2025 Short Range Total Peak Hour LOS Operations 21 Table 5: 2040 Background Peak Hour LOS Operations 24 Table 6: 2040 Long Range Total Peak Hour LOS Operations 26 Appendices: Page Appendix A: Recent Traffic Counts 31 Appendix B: Base Assumptions (TIS Scoping Form) 35 Appendix C: Level of Service (LOS) Tables 36 Appendix D: Aerial Image 37 Appendix E: HCM Calculations (Synchro) 39 Old Town North Traffic Impact Study -Page 3 1.0 Introduction This Traffic Impact Study (TIS) is for the Old Town North project located at the southeast quadrant of N. College Avenue (US 287) and Suniga Drive 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 505 daily weekday trips, 32 AM total peak hour trips, and 39 PM total peak hour trips. See Table 1: Trip Generation. 2.0 Existing Conditions and Roadway Network The project site is located at the southeast quadrant of N. College Avenue (US 287) and Suniga Drive in Fort Collins, CO. US 287 is currently a 4-lane north-south roadway that is classified as a 4-lane arterial on the City of Fort Collins Master Street Plan. US 287 has a posted speed of 40 mph adjacent to the project site. Vine Drive is an east-west roadway that is classified as a 2-lane arterial on the City of Fort Collins Master Street Plan. Also, Suniga Drive is an existing east-west roadway that connects US 287 to Redwood Street. Currently both the US 287/Suniga Drive intersection and the US 287/Vine Drive intersection are signalized with dedicated left-turn lanes and right-turn lanes. 2.1 Recent Traffic Volumes Recent peak hour traffic volume counts were conducted using data collection cameras on 9/29/20. 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. Old Town North Traffic Impact Study -Page 4 Figure 1: Vicinity Map Project Site Old Town North Traffic Impact Study -Page 5 Figure 2: Site Plan Old Town North Traffic Impact Study -Page 6 3.0 Proposed Development The proposed project consists of approximately 69 townhome dwelling units. Access to the project site is proposed from two access points to Jerome Street lined up with the Jerome Street/Cajetan Street intersection and the Jerome Street/Pascal Street intersection. See Table 1: Trip Generation and Figure 2: Site Plan. 4.0 Pedestrian Facilities The proposed project will be responsible for the ultimate public street improvements adjacent to the property (including sidewalk) per the Larimer County Urban Area Street Standards (LCUASS). Vine Drive and Jerome Street was identified by the City as a more prominent area for pedestrians. Based upon this, the Vine Drive/Jerome Street intersection was reviewed to determine what impacts this development will contribute to this intersection. The proposed project’s land uses consist of approximately 69 townhome dwelling units. Based upon the project’s land uses and location, the project will be contributing pedestrians to the Vine Drive/Jerome Street intersection. The majority of the pedestrian trip distribution will be coming from US 287 towards this intersection. Reviewing the pedestrian facilities between Vine Street/College Avenue and Vine Drive/Jerome Street intersection, a sidewalk connection along the north side of Vine Street between College Avenue and Jerome Street is necessary. Therefore, it is recommended that this project design and construct a sidewalk connection between Jerome Street and College Avenue along the north side of Vine Drive. 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 Manual 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 Manual average trip rates. Since traffic on the adjacent streets and intersections is highest during the weekday peak hours, this study analyzed the weekday peak hour Old Town North Traffic Impact Study -Page 7 traffic. The proposed project is anticipated to generate approximately 505 daily weekday trips, 32 AM total peak hour trips, and 39 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. 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 2025 horizon and long range 2040 horizon. The background (2025) and short range (2025) 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 of 2% per year per the growth projections from the NFRMPO (North Front Range Metropolitan Planning Organization). Old Town North Traffic Impact Study -Page 8 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 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 Highway Capacity Manual are provided in Appendix E. 5.2 Intersection Operational Analysis Operational analysis was performed for the short range 2025 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 and access points meeting LCUASS LOS criteria. See Table 4: 2025 Short Range Total Peak Hour Operation. Old Town North Traffic Impact Study -Page 9 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 220 Townhomes 69 DU 7.32 505 0.46 23% 7 77% 25 32 0.56 63% 25 37% 14 39 Total 505 7 25 32 25 14 39 DU= Dwelling Units Old Town North Traffic Impact Study -Page 10 Figure 3: Recent Peak Hour Traffic Old Town North Traffic Impact Study -Page 11 Figure 4: 2025 Background Traffic Old Town North Traffic Impact Study -Page 12 Figure 5: 2040 Background Traffic Old Town North Traffic Impact Study -Page 13 Figure 6: Trip Distribution Old Town North Traffic Impact Study -Page 14 Figure 7: Site Generated Traffic Old Town North Traffic Impact Study -Page 15 Figure 8: 2025 Short Range Total Traffic Old Town North Traffic Impact Study -Page 16 Figure 9: 2040 Long Range Total Traffic Old Town North Traffic Impact Study -Page 17 Table 2: Recent Peak Hour Operations Level of Service (LOS) LOS Compliance Intersection Movement AM PM LOS LOS US 287/Suniga Drive Traffic Signal EB Left A C Y EB Thru/Right C C Y EB Approach C C Y WB Left C C Y WB Thru A A Y WB Right C C Y WB Approach C C Y NB Left A A Y NB Thru A A Y NB Right A A Y NB Approach A A Y SB Left A A Y SB Thru/Right A A Y SB Approach A A Y Overall A A Y Level of Service (LOS) LOS Compliance Intersection Movement AM PM LOS LOS US 287/Vine Drive Traffic Signal WB Left/Thru C C Y WB Right C A Y WB Approach C C 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 Overall A A Y Old Town North Traffic Impact Study -Page 18 Table 2: Recent Peak Hour Operations (continued…) Level of Service (LOS) LOS Compliance Intersection Movement AM PM LOS LOS Jerome St./Suniga Dr. Stop Control EB Left A A Y EB Thru/Right A A Y EB Approach A A Y WB Left A A Y WB Thru/Right A A Y WB Approach A A Y NB Left/Thru A A Y NB Right A A Y NB Approach A A Y SB Left A A Y SB Thru/Right A A Y SB Approach A A Y Level of Service (LOS) LOS Compliance Intersection Movement AM PM LOS LOS Jerome St./Vine St. Stop Control EB Left/Thru A A Y EB Approach A A Y WB Thru/Right A A Y WB Approach A A Y SB Left B B Y SB Right B B Y SB Approach B B Y Old Town North Traffic Impact Study -Page 19 Table 3: 2025 Background Peak Hour Operations Level of Service (LOS) LOS Compliance Intersection Movement AM PM LOS LOS US 287/Suniga Drive Traffic Signal EB Left A C Y EB Thru/Right C C Y EB Approach C C Y WB Left C C Y WB Thru A A Y WB Right C C Y WB Approach C C Y NB Left A A Y NB Thru A A Y NB Right A A Y NB Approach A A Y SB Left A A Y SB Thru/Right A A Y SB Approach A A Y Overall A A Y Level of Service (LOS) LOS Compliance Intersection Movement AM PM LOS LOS US 287/Vine Drive Traffic Signal WB Left/Thru C C Y WB Right C C Y WB Approach C C Y NB Thru A B Y NB Right A A Y NB Approach A B Y SB Left A B Y SB Thru A A Y SB Approach A A Y Overall A B Y Old Town North Traffic Impact Study -Page 20 Table 3: 2025 Background Peak Hour Operations (continued…) Level of Service (LOS) LOS Compliance Intersection Movement AM PM LOS LOS Jerome St./Suniga Dr. Stop Control EB Left A A Y EB Thru/Right A A Y EB Approach A A Y WB Left A A Y WB Thru/Right A A Y WB Approach A A Y NB Left/Thru A A Y NB Right A A Y NB Approach A A Y SB Left A A Y SB Thru/Right A A Y SB Approach A A Y Level of Service (LOS) LOS Compliance Intersection Movement AM PM LOS LOS Jerome St./Vine St. Stop Control EB Left/Thru A A Y EB Approach A A Y WB Thru/Right A A Y WB Approach A A Y SB Left B C Y SB Right B B Y SB Approach B B Y Old Town North Traffic Impact Study -Page 21 Table 4: 2025 Short Range Total Peak Hour Operations Level of Service (LOS) LOS Compliance Intersection Movement AM PM LOS LOS US 287/Suniga Drive Traffic Signal EB Left A C Y EB Thru/Right C C Y EB Approach C C Y WB Left C C Y WB Thru A A Y WB Right C C Y WB Approach C C Y NB Left A A Y NB Thru A A Y NB Right A A Y NB Approach A A Y SB Left A A Y SB Thru/Right A A Y SB Approach A A Y Overall A A Y Level of Service (LOS) LOS Compliance Intersection Movement AM PM LOS LOS US 287/Vine Drive Traffic Signal WB Left/Thru C C Y WB Right C C Y WB Approach C C Y NB Thru A B Y NB Right A A Y NB Approach A B Y SB Left A B Y SB Thru A A Y SB Approach A A Y Overall A B Y Old Town North Traffic Impact Study -Page 22 Table 4: 2025 Short Range Total Peak Hour Operations (continued…) Level of Service (LOS) LOS Compliance Intersection Movement AM PM LOS LOS Jerome St./Suniga Dr. Stop Control EB Left A A Y EB Thru/Right A A Y EB Approach A A Y WB Left A A Y WB Thru/Right A A Y WB Approach A A Y NB Left/Thru A A Y NB Right A A Y NB Approach A A Y SB Left A A Y SB Thru/Right A A Y SB Approach A A Y Level of Service (LOS) LOS Compliance Intersection Movement AM PM LOS LOS Jerome St./Vine St. Stop Control EB Left/Thru A A Y EB Approach A A Y WB Thru/Right A A Y WB Approach A A Y SB Left B C Y SB Right B B Y SB Approach B B Y Old Town North Traffic Impact Study -Page 23 Table 4: 2025 Short Range Total Peak Hour Operations (continued…) Level of Service (LOS) Intersection Movement AM PM LOS LOS Jerome St./Cajetan St. Stop Control EB Left A A EB Thru/Right A A EB Approach A A WB Left A A WB Thru/Right A A WB Approach A A NB Left/Thru/Right A A NB Approach A A SB Left/Thru/Right A A SB Approach A A Level of Service (LOS) Intersection Movement AM PM LOS LOS Jerome St./Pascal St. Stop Control EB Left A A EB Thru/Right A A EB Approach A A WB Left A A WB Thru/Right A A WB Approach A A NB Left/Thru/Right A A NB Approach A A SB Left/Thru/Right A A SB Approach A A Old Town North Traffic Impact Study -Page 24 Table 5: 2040 Background Peak Hour Operations Level of Service (LOS) Intersection Movement AM PM LOS LOS US 287/Suniga Drive Traffic Signal EB Left A D EB Thru/Right D D EB Approach D D WB Left C D WB Thru A A WB Right C D WB Approach C D NB Left A A NB Thru A B NB Right A A NB Approach A B SB Left A B SB Thru/Right A B SB Approach A B Overall A B Level of Service (LOS) Intersection Movement AM PM LOS LOS US 287/Vine Drive Traffic Signal WB Left/Thru D E WB Right C F (98.4 sec) WB Approach D F (84.8 sec) NB Thru B F (65.2 sec) NB Right B B NB Approach B E SB Left B F (117.9 sec) SB Thru B A SB Approach B C Overall B D Old Town North Traffic Impact Study -Page 25 Table 5: 2040 Background Peak Hour Operations (continued…) Level of Service (LOS) Intersection Movement AM PM LOS LOS Jerome St./Suniga Dr. Stop Control EB Left A A EB Thru/Right A A EB Approach A A WB Left A A WB Thru/Right A A WB Approach A A NB Left/Thru A A NB Right A A NB Approach A A SB Left A A SB Thru/Right A A SB Approach A A Level of Service (LOS) Intersection Movement AM PM LOS LOS Jerome St./Vine St. Stop Control EB Left/Thru A A EB Approach A A WB Thru/Right A A WB Approach A A SB Left C C SB Right B B SB Approach B B Old Town North Traffic Impact Study -Page 26 Table 6: 2040 Long Range Total Peak Hour Operations Level of Service (LOS) Intersection Movement AM PM LOS LOS US 287/Suniga Drive Traffic Signal EB Left A E EB Thru/Right D E EB Approach D E WB Left C D WB Thru A A WB Right C E WB Approach C E NB Left A A NB Thru A B NB Right A A NB Approach A B SB Left A C SB Thru/Right A B SB Approach A B Overall A B Level of Service (LOS) Intersection Movement AM PM LOS LOS US 287/Vine Drive Traffic Signal WB Left/Thru D F (81.6 sec) WB Right C F (98.5 sec) WB Approach D F (89.9 sec) NB Thru B F (58.4 sec) NB Right B B NB Approach B D SB Left B F (153.4 sec) SB Thru B A SB Approach B C Overall B D Old Town North Traffic Impact Study -Page 27 Table 6: 2040 Long Range Total Peak Hour Operations (continued…) Level of Service (LOS) Intersection Movement AM PM LOS LOS Jerome St./Suniga Dr. Stop Control EB Left A A EB Thru/Right A A EB Approach A A WB Left A A WB Thru/Right A A WB Approach A A NB Left/Thru A B NB Right A A NB Approach A A SB Left A A SB Thru/Right A A SB Approach A A Level of Service (LOS) Intersection Movement AM PM LOS LOS Jerome St./Vine St. Stop Control EB Left/Thru A A EB Approach A A WB Thru/Right A A WB Approach A A SB Left C D SB Right B B SB Approach C C Old Town North Traffic Impact Study -Page 28 Table 6: 2040 Long Range Total Peak Hour Operations (continued…) Level of Service (LOS) Intersection Movement AM PM LOS LOS Jerome St./Cajetan St. Stop Control EB Left A B EB Thru/Right A A EB Approach A A WB Left A B WB Thru/Right A A WB Approach A A NB Left/Thru/Right A A NB Approach A A SB Left/Thru/Right A A SB Approach A A Level of Service (LOS) Intersection Movement AM PM LOS LOS Jerome St./Pascal St. Stop Control EB Left A B EB Thru/Right A A EB Approach A A WB Left A B WB Thru/Right A A WB Approach A A NB Left/Thru/Right A A NB Approach A A SB Left/Thru/Right A A SB Approach A A Old Town North Traffic Impact Study -Page 29 6.0 Findings Based upon the analysis in this study, the proposed Old Town North project located at the southeast quadrant of College Avenue (US 287) and Suniga Drive in Fort Collins, CO demonstrates compliance with the standards in the Larimer County Urban Area Street Standards (LCUASS) for traffic at the time of development. The findings of the TIS are summarized below:  The proposed project is anticipated to generate approximately 505 daily weekday trips, 32 AM total peak hour trips, and 39 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 2025 Short Range Total future.  The proposed access points to Jerome Street will operate safely and comply with the City’s LOS requirements.  The existing street improvements are sufficient to accommodate the proposed project’s traffic.  Full development of the project combined with the year 2040 background traffic will operate acceptably without the future extensions of Pascal Street and Cajetan Street from Jerome Street to US 287. Additionally, if Pascal Street and Cajetan Street were extended to US 287, these intersections would not meet LCUASS access spacing criteria. FHWA recommends limiting access points to arterial roadways when possible, especially when they do not meet 0.25 mile intersection spacing. The future extension of Pascal Street and Cajetan Street from Jerome Street to US 287 does not add any improvement to traffic operations on US 287. Also, due to access spacing that would not meet LCUASS criteria, these future connections could actually hinder progression on US 287. In light of the above information, it is recommended that the future extensions of Pascal Street and Cajetan Street to US 287 are not made at this time. Old Town North Traffic Impact Study -Page 30 APPENDICES: Old Town North Traffic Impact Study -Page 31 Appendix A: Recent Traffic Counts Old Town North Traffic Impact Study -Page 32 Old Town North Traffic Impact Study -Page 33 Old Town North Traffic Impact Study -Page 34 Old Town North Traffic Impact Study -Page 35 Appendix B: Base Assumptions (TIS Scoping Form) Old Town North Traffic Impact Study -Page 36 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 Old Town North Traffic Impact Study -Page 37 Appendix D: Aerial Image Google Maps Old Town North Traffic Impact Study -Page 38 Old Town North Traffic Impact Study -Page 39 Appendix E: HCM Calculations (Synchro) Recent AM Traffic Kellar Engineering 3: US 287 & Suniga Dr 10/23/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro Report Sean Kellar, PE, PTOE Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 1 10 0 9 5 680 15 7 783 1 Future Volume (veh/h) 0 0 1 10 0 9 5 680 15 7 783 1 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 0 1 11 0 10 5 739 16 8 851 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 159 0 22 180 211 179 479 2210 986 525 2279 3 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.00 0.00 0.01 0.01 0.00 0.11 0.01 0.62 0.62 0.01 0.63 0.63 Unsig. Movement Delay Ln Grp Delay, s/veh 0.0 0.0 26.6 23.5 0.0 21.1 4.0 5.2 3.9 3.9 5.8 5.8 Ln Grp LOS A A C C A C AAAAAA Approach Vol, veh/h 1 21 760 860 Approach Delay, s/veh 26.6 22.4 5.2 5.8 Approach LOS C C A A Timer:12345678 Assigned Phs 12345678 Case No 1.1 3.0 1.1 4.0 1.1 4.0 1.1 3.0 Phs Duration (G+Y+Rc), s 5.1 37.5 5.2 5.2 4.9 37.7 0.0 10.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 5.5 33.0 5.5 18.0 5.5 33.0 5.0 18.5 Max Allow Headway (MAH), s 3.7 5.0 3.8 5.7 3.7 5.0 0.0 4.1 Max Q Clear (g_c+l1), s 2.1 7.3 2.3 2.0 2.1 8.1 0.0 2.3 Green Ext Time (g_e), s 0.0 5.1 0.0 0.0 0.0 5.3 0.0 0.0 Prob of Phs Call (p_c) 0.11 1.00 0.15 0.15 0.07 1.00 0.00 0.28 Prob of Max Out (p_x) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 Left-Turn Movement Data Assigned Mvmt 1357 Mvmt Sat Flow, veh/h 1781 1781 1781 1781 Through Movement Data Assigned Mvmt 2468 Mvmt Sat Flow, veh/h 3554 0 3642 1870 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1585 1585 4 1585 Left Lane Group Data Assigned Mvmt 10305070 Lane Assignment L (Pr/Pm) L (Pr/Pm) L (Pr/Pm) L (Pr/Pm) Recent AM Traffic Kellar Engineering 3: US 287 & Suniga Dr 10/23/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro Report Sean Kellar, PE, PTOE Lanes in Grp 10101010 Grp Vol (v), veh/h 8 0 11 05000 Grp Sat Flow (s), veh/h/ln 1781 0 1781 0 1781 0 1781 0 Q Serve Time (g_s), s 0.1 0.0 0.3 0.0 0.1 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.1 0.0 0.3 0.0 0.1 0.0 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 709 0 1416 0 647 0 1405 0 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 33.0 0.0 2.7 0.0 33.0 0.0 0.7 0.0 Perm LT Serve Time (g_u), s 27.7 0.0 0.7 0.0 27.1 0.0 0.7 0.0 Perm LT Q Serve Time (g_ps), s 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 525 0 180 0 479 0 159 0 V/C Ratio (X) 0.02 0.00 0.06 0.00 0.01 0.00 0.00 0.00 Avail Cap (c_a), veh/h 691 0 339 0 652 0 323 0 Upstream Filter (I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 3.9 0.0 23.3 0.0 4.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 3.9 0.0 23.5 0.0 4.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 02040608 Lane Assignment T T T Lanes in Grp 02000101 Grp Vol (v), veh/h 0 739 0 0 0 415 0 0 Grp Sat Flow (s), veh/h/ln 0 1777 0 0 0 1777 0 1870 Q Serve Time (g_s), s 0.0 5.3 0.0 0.0 0.0 6.1 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 5.3 0.0 0.0 0.0 6.1 0.0 0.0 Lane Grp Cap (c), veh/h 0 2210 0 0 0 1112 0 211 V/C Ratio (X) 0.00 0.33 0.00 0.00 0.00 0.37 0.00 0.00 Avail Cap (c_a), veh/h 0 2210 0 0 0 1112 0 652 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 4.8 0.0 0.0 0.0 4.8 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.4 0.0 0.0 0.0 1.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 5.2 0.0 0.0 0.0 5.8 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 1.0 0.0 0.0 0.0 1.2 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.0 0.0 0.3 0.0 0.0 Recent AM Traffic Kellar Engineering 3: US 287 & Suniga Dr 10/23/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro Report Sean Kellar, PE, PTOE 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.2 0.0 0.0 0.0 1.5 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.02 0.00 0.00 0.00 0.06 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt 0 12 0 14 0 16 0 18 Lane Assignment R T+R T+R R Lanes in Grp 01010101 Grp Vol (v), veh/h 0 16 0 1 0 437 0 10 Grp Sat Flow (s), veh/h/ln 0 1585 0 1585 0 1870 0 1585 Q Serve Time (g_s), s 0.0 0.2 0.0 0.0 0.0 6.1 0.0 0.3 Cycle Q Clear Time (g_c), s 0.0 0.2 0.0 0.0 0.0 6.1 0.0 0.3 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 986 0 22 0 1170 0 179 V/C Ratio (X) 0.00 0.02 0.00 0.04 0.00 0.37 0.00 0.06 Avail Cap (c_a), veh/h 0 986 0 538 0 1170 0 553 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 3.8 0.0 25.8 0.0 4.8 0.0 21.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.8 0.0 0.9 0.0 0.1 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 3.9 0.0 26.6 0.0 5.8 0.0 21.1 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 1.2 0.0 0.1 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.1 0.0 0.0 0.0 1.5 0.0 0.1 %ile Storage Ratio (RQ%) 0.00 0.01 0.00 0.00 0.00 0.06 0.00 0.02 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 5.7 HCM 6th LOS A Recent AM Traffic Kellar Engineering 6: US 287 & Vine Dr 10/23/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro Report Sean Kellar, PE, PTOE Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 161 0 100 0 554 73 129 958 0 Future Volume (veh/h) 0 0 0 161 0 100 0 554 73 129 958 0 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 0 0 0 175 0 109 0 602 79 140 1041 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222220 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 0 306 0 341 0 260 108 2001 893 593 2490 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.00 0.00 0.00 0.16 0.00 0.16 0.00 0.56 0.56 0.07 0.70 0.00 Unsig. Movement Delay Ln Grp Delay, s/veh 0.0 0.0 0.0 27.7 0.0 26.0 0.0 8.0 6.9 4.9 4.7 0.0 Ln Grp LOS A A A C A C AAAAAA Approach Vol, veh/h 0 284 681 1181 Approach Delay, s/veh 0.0 27.0 7.9 4.7 Approach LOS C A A Timer:12345678 Assigned Phs 1 2468 Case No 1.2 5.0 8.0 4.0 7.0 Phs Duration (G+Y+Rc), s 9.1 41.9 15.4 51.0 15.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 12.5 29.5 24.5 46.5 24.5 Max Allow Headway (MAH), s 3.7 4.9 0.0 5.0 4.8 Max Q Clear (g_c+l1), s 3.9 7.9 0.0 10.2 9.8 Green Ext Time (g_e), s 0.2 4.1 0.0 8.6 1.1 Prob of Phs Call (p_c) 0.92 1.00 0.00 1.00 0.99 Prob of Max Out (p_x) 0.01 0.00 0.00 0.00 0.01 Left-Turn Movement Data Assigned Mvmt 1 5 7 3 Mvmt Sat Flow, veh/h 1781 542 0 1418 Through Movement Data Assigned Mvmt 2468 Mvmt Sat Flow, veh/h 3554 1870 3647 0 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1585 0 0 1585 Left Lane Group Data Assigned Mvmt 15070003 Lane Assignment L (Pr/Pm) L L+T Recent AM Traffic Kellar Engineering 6: US 287 & Vine Dr 10/23/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro Report Sean Kellar, PE, PTOE Lanes in Grp 11000001 Grp Vol (v), veh/h 140 000000175 Grp Sat Flow (s), veh/h/ln 1781 542 000001418 Q Serve Time (g_s), s 1.9 0.0 0.0 0.0 0.0 0.0 0.0 7.8 Cycle Q Clear Time (g_c), s 1.9 0.0 0.0 0.0 0.0 0.0 0.0 7.8 Perm LT Sat Flow (s_l), veh/h/ln 759 542 000001440 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 39.4 0.0 0.0 0.0 0.0 0.0 0.0 10.9 Perm LT Serve Time (g_u), s 31.5 0.0 0.0 0.0 0.0 0.0 0.0 10.9 Perm LT Q Serve Time (g_ps), s 1.8 0.0 0.0 0.0 0.0 0.0 0.0 7.8 Time to First Blk (g_f), s 0.0 0.0 0.0 10.9 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 593 108 00000341 V/C Ratio (X) 0.24 0.00 0.00 0.00 0.00 0.00 0.00 0.51 Avail Cap (c_a), veh/h 804 108 00000632 Upstream Filter (I) 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 4.7 0.0 0.0 0.0 0.0 0.0 0.0 26.5 Incr Delay (d2), s/veh 0.2 0.0 0.0 0.0 0.0 0.0 0.0 1.2 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 4.9 0.0 0.0 0.0 0.0 0.0 0.0 27.7 1st-Term Q (Q1), veh/ln 0.4 0.0 0.0 0.0 0.0 0.0 0.0 2.5 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.5 0.0 0.0 0.0 0.0 0.0 0.0 2.6 %ile Storage Ratio (RQ%) 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.07 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 02040608 Lane Assignment T T T Lanes in Grp 02010200 Grp Vol (v), veh/h 0 602 0 0 0 1041 0 0 Grp Sat Flow (s), veh/h/ln 0 1777 0 1870 0 1777 0 0 Q Serve Time (g_s), s 0.0 5.9 0.0 0.0 0.0 8.2 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 5.9 0.0 0.0 0.0 8.2 0.0 0.0 Lane Grp Cap (c), veh/h 0 2001 0 306 0 2490 0 0 V/C Ratio (X) 0.00 0.30 0.00 0.00 0.00 0.42 0.00 0.00 Avail Cap (c_a), veh/h 0 2001 0 690 0 2490 0 0 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 7.6 0.0 0.0 0.0 4.2 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.4 0.0 0.0 0.0 0.5 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 8.0 0.0 0.0 0.0 4.7 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 1.7 0.0 0.0 0.0 1.6 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.0 0.0 0.2 0.0 0.0 Recent AM Traffic Kellar Engineering 6: US 287 & Vine Dr 10/23/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro Report Sean Kellar, PE, PTOE 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.8 0.0 0.0 0.0 1.8 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.06 0.00 0.00 0.00 0.03 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt 0 12 0 14 0 16 0 18 Lane Assignment R R Lanes in Grp 01000001 Grp Vol (v), veh/h 0 79 00000109 Grp Sat Flow (s), veh/h/ln 0 1585 000001585 Q Serve Time (g_s), s 0.0 1.5 0.0 0.0 0.0 0.0 0.0 4.1 Cycle Q Clear Time (g_c), s 0.0 1.5 0.0 0.0 0.0 0.0 0.0 4.1 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 893 00000260 V/C Ratio (X) 0.00 0.09 0.00 0.00 0.00 0.00 0.00 0.42 Avail Cap (c_a), veh/h 0 893 00000585 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 6.7 0.0 0.0 0.0 0.0 0.0 24.9 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.0 0.0 0.0 0.0 1.1 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 6.9 0.0 0.0 0.0 0.0 0.0 26.0 1st-Term Q (Q1), veh/ln 0.0 0.4 0.0 0.0 0.0 0.0 0.0 1.5 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.4 0.0 0.0 0.0 0.0 0.0 1.5 %ile Storage Ratio (RQ%) 0.00 0.04 0.00 0.00 0.00 0.00 0.00 0.04 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 8.7 HCM 6th LOS A Recent AM Traffic Kellar Engineering 8: Jerome St & Suniga Dr 10/26/2020 HCM 6th TWSC Synchro Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 5.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 16 3681180710012 Future Vol, veh/h 1 16 3681180710012 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 80 - - 170 ----5050-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 1 19 4791210812014 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 10 0 0 23 0 0 42 47 12 36 49 5 Stage 1 ------2323-2424- Stage 2 ------1924-1225- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1608 - - 1591 - - 956 844 1065 965 842 1076 Stage 1 ------992876-991875- Stage 2 ------997875-1007 874 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1608 - - 1591 - - 940 840 1065 953 838 1076 Mov Cap-2 Maneuver ------940840-953838- Stage 1 ------991875-990872- Stage 2 ------980872-999873- Approach EB WB NB SB HCM Control Delay, s 0.4 2.9 8.8 8.6 HCM LOS A A Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h) 940 1065 1608 - - 1591 - - 953 1076 HCM Lane V/C Ratio 0.023 0.008 0.001 - - 0.004 - - 0.012 0.013 HCM Control Delay (s) 8.9 8.4 7.2 - - 7.3 - - 8.8 8.4 HCM Lane LOS A A A - - A - - A A HCM 95th %tile Q(veh) 0.1 0 0 - - 0 - - 0 0 Recent AM Traffic Kellar Engineering 9: Vine Dr & Jerome St 10/26/2020 HCM 6th TWSC Synchro Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 1.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 15 187 259 2 7 47 Future Vol, veh/h 15 187 259 2 7 47 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 120 - 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 18 220 305 2 8 55 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 307 0 - 0 562 306 Stage 1 - - - - 306 - Stage 2 - - - - 256 - 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 1254 - - - 488 734 Stage 1 - - - - 747 - Stage 2 - - - - 787 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1254 - - - 480 734 Mov Cap-2 Maneuver - - - - 480 - Stage 1 - - - - 735 - Stage 2 - - - - 787 - Approach EB WB SB HCM Control Delay, s 0.6 0 10.6 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h) 1254 - - - 480 734 HCM Lane V/C Ratio 0.014 - - - 0.017 0.075 HCM Control Delay (s) 7.9 0 - - 12.6 10.3 HCM Lane LOS A A - - B B HCM 95th %tile Q(veh) 0 - - - 0.1 0.2 Recent PM Traffic Kellar Engineering 3: US 287 & Suniga Dr 10/23/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro Report Sean Kellar, PE, PTOE Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 5 0 6 24 0 17 7 1189 54 14 990 8 Future Volume (veh/h) 5 0 6 24 0 17 7 1189 54 14 990 8 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 5 0 6 26 0 18 7 1265 57 15 1053 9 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222222 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 184 0 51 221 103 88 383 2136 953 318 2204 19 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.01 0.00 0.03 0.03 0.00 0.06 0.01 0.60 0.60 0.02 0.61 0.61 Unsig. Movement Delay Ln Grp Delay, s/veh 26.2 0.0 27.6 25.5 0.0 26.7 5.0 8.2 4.8 5.6 7.6 7.5 Ln Grp LOS C A C C A C AAAAAA Approach Vol, veh/h 11 44 1329 1077 Approach Delay, s/veh 27.0 26.0 8.0 7.5 Approach LOS C C A A Timer:12345678 Assigned Phs 12345678 Case No 1.1 3.0 1.1 4.0 1.1 4.0 1.1 3.0 Phs Duration (G+Y+Rc), s 5.5 38.5 6.2 6.3 5.0 39.0 4.9 7.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 5.0 34.0 5.0 18.0 5.0 34.0 5.0 18.0 Max Allow Headway (MAH), s 3.7 5.0 3.8 5.7 3.7 5.0 3.9 4.1 Max Q Clear (g_c+l1), s 2.2 14.5 2.8 2.2 2.1 11.1 2.2 2.6 Green Ext Time (g_e), s 0.0 9.0 0.0 0.0 0.0 6.9 0.0 0.0 Prob of Phs Call (p_c) 0.21 1.00 0.34 0.37 0.10 1.00 0.08 0.54 Prob of Max Out (p_x) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Left-Turn Movement Data Assigned Mvmt 1357 Mvmt Sat Flow, veh/h 1781 1781 1781 1781 Through Movement Data Assigned Mvmt 2468 Mvmt Sat Flow, veh/h 3554 0 3611 1870 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1585 1585 31 1585 Left Lane Group Data Assigned Mvmt 10305070 Lane Assignment L (Pr/Pm) L (Pr/Pm) L (Pr/Pm) L (Pr/Pm) Recent PM Traffic Kellar Engineering 3: US 287 & Suniga Dr 10/23/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro Report Sean Kellar, PE, PTOE Lanes in Grp 10101010 Grp Vol (v), veh/h 15 0 26 07050 Grp Sat Flow (s), veh/h/ln 1781 0 1781 0 1781 0 1781 0 Q Serve Time (g_s), s 0.2 0.0 0.8 0.0 0.1 0.0 0.2 0.0 Cycle Q Clear Time (g_c), s 0.2 0.0 0.8 0.0 0.1 0.0 0.2 0.0 Perm LT Sat Flow (s_l), veh/h/ln 415 0 1410 0 531 0 1395 0 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 34.0 0.0 1.8 0.0 34.0 0.0 1.8 0.0 Perm LT Serve Time (g_u), s 21.5 0.0 1.6 0.0 25.5 0.0 1.8 0.0 Perm LT Q Serve Time (g_ps), s 0.5 0.0 0.0 0.0 0.1 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 318 0 221 0 383 0 184 0 V/C Ratio (X) 0.05 0.00 0.12 0.00 0.02 0.00 0.03 0.00 Avail Cap (c_a), veh/h 443 0 325 0 524 0 330 0 Upstream Filter (I) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 5.5 0.0 25.2 0.0 5.0 0.0 26.2 0.0 Incr Delay (d2), s/veh 0.1 0.0 0.2 0.0 0.0 0.0 0.1 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 5.6 0.0 25.5 0.0 5.0 0.0 26.2 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.3 0.0 0.0 0.0 0.1 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.3 0.0 0.0 0.0 0.1 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.02 0.00 0.00 0.00 0.03 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 02040608 Lane Assignment T T T Lanes in Grp 02000101 Grp Vol (v), veh/h 0 1265 0 0 0 518 0 0 Grp Sat Flow (s), veh/h/ln 0 1777 0 0 0 1777 0 1870 Q Serve Time (g_s), s 0.0 12.5 0.0 0.0 0.0 9.1 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 12.5 0.0 0.0 0.0 9.1 0.0 0.0 Lane Grp Cap (c), veh/h 0 2136 0 0 0 1085 0 103 V/C Ratio (X) 0.00 0.59 0.00 0.00 0.00 0.48 0.00 0.00 Avail Cap (c_a), veh/h 0 2136 0 0 0 1085 0 595 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 7.0 0.0 0.0 0.0 6.1 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.2 0.0 0.0 0.0 1.5 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 8.2 0.0 0.0 0.0 7.6 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 2.9 0.0 0.0 0.0 2.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.4 0.0 0.0 0.0 0.5 0.0 0.0 Recent PM Traffic Kellar Engineering 3: US 287 & Suniga Dr 10/23/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro Report Sean Kellar, PE, PTOE 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 3.2 0.0 0.0 0.0 2.5 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.06 0.00 0.00 0.00 0.10 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt 0 12 0 14 0 16 0 18 Lane Assignment R T+R T+R R Lanes in Grp 01010101 Grp Vol (v), veh/h 0 57 0 6 0 544 0 18 Grp Sat Flow (s), veh/h/ln 0 1585 0 1585 0 1865 0 1585 Q Serve Time (g_s), s 0.0 0.8 0.0 0.2 0.0 9.1 0.0 0.6 Cycle Q Clear Time (g_c), s 0.0 0.8 0.0 0.2 0.0 9.1 0.0 0.6 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 1.00 0.00 0.02 0.00 1.00 Lane Grp Cap (c), veh/h 0 953 0 51 0 1139 0 88 V/C Ratio (X) 0.00 0.06 0.00 0.12 0.00 0.48 0.00 0.21 Avail Cap (c_a), veh/h 0 953 0 504 0 1139 0 504 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 4.7 0.0 26.6 0.0 6.1 0.0 25.5 Incr Delay (d2), s/veh 0.0 0.1 0.0 1.0 0.0 1.4 0.0 1.1 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 4.8 0.0 27.6 0.0 7.5 0.0 26.7 1st-Term Q (Q1), veh/ln 0.0 0.2 0.0 0.1 0.0 2.1 0.0 0.2 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.5 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.2 0.0 0.1 0.0 2.6 0.0 0.2 %ile Storage Ratio (RQ%) 0.00 0.02 0.00 0.01 0.00 0.11 0.00 0.04 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 8.2 HCM 6th LOS A Recent PM Traffic Kellar Engineering 6: US 287 & Vine Dr 10/23/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro Report Sean Kellar, PE, PTOE Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 141 0 145 0 1183 150 149 898 0 Future Volume (veh/h) 0 0 0 141 0 145 0 1183 150 149 898 0 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 0 0 0 150 0 154 0 1259 160 159 955 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222220 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 0 264 0 300 0 223 100 2152 960 365 2610 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.00 0.00 0.00 0.14 0.00 0.14 0.00 0.61 0.61 0.07 0.73 0.00 Unsig. Movement Delay Ln Grp Delay, s/veh 0.0 0.0 0.0 31.1 0.0 33.3 0.0 9.9 6.6 8.1 3.9 0.0 Ln Grp LOS A A A C A C AAAAAA Approach Vol, veh/h 0 304 1419 1114 Approach Delay, s/veh 0.0 32.2 9.5 4.5 Approach LOS C A A Timer:12345678 Assigned Phs 1 2468 Case No 1.2 5.0 8.0 4.0 7.0 Phs Duration (G+Y+Rc), s 9.3 48.2 14.7 57.5 14.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 10.2 38.3 18.0 53.0 18.0 Max Allow Headway (MAH), s 3.7 4.9 0.0 5.0 4.6 Max Q Clear (g_c+l1), s 4.1 17.6 0.0 9.0 9.3 Green Ext Time (g_e), s 0.2 9.7 0.0 7.8 0.9 Prob of Phs Call (p_c) 0.96 1.00 0.00 1.00 1.00 Prob of Max Out (p_x) 0.12 0.00 0.00 0.00 0.15 Left-Turn Movement Data Assigned Mvmt 1 5 7 3 Mvmt Sat Flow, veh/h 1781 588 0 1418 Through Movement Data Assigned Mvmt 2468 Mvmt Sat Flow, veh/h 3554 1870 3647 0 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1585 0 0 1585 Left Lane Group Data Assigned Mvmt 15070003 Lane Assignment L (Pr/Pm) L L+T Recent PM Traffic Kellar Engineering 6: US 287 & Vine Dr 10/23/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro Report Sean Kellar, PE, PTOE Lanes in Grp 11000001 Grp Vol (v), veh/h 159 000000150 Grp Sat Flow (s), veh/h/ln 1781 588 000001418 Q Serve Time (g_s), s 2.1 0.0 0.0 0.0 0.0 0.0 0.0 7.3 Cycle Q Clear Time (g_c), s 2.1 0.0 0.0 0.0 0.0 0.0 0.0 7.3 Perm LT Sat Flow (s_l), veh/h/ln 378 588 000001440 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 45.7 0.0 0.0 0.0 0.0 0.0 0.0 10.2 Perm LT Serve Time (g_u), s 28.1 0.0 0.0 0.0 0.0 0.0 0.0 10.2 Perm LT Q Serve Time (g_ps), s 12.8 0.0 0.0 0.0 0.0 0.0 0.0 7.3 Time to First Blk (g_f), s 0.0 0.0 0.0 10.2 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 365 100 00000300 V/C Ratio (X) 0.44 0.00 0.00 0.00 0.00 0.00 0.00 0.50 Avail Cap (c_a), veh/h 499 100 00000453 Upstream Filter (I) 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 7.3 0.0 0.0 0.0 0.0 0.0 0.0 29.8 Incr Delay (d2), s/veh 0.8 0.0 0.0 0.0 0.0 0.0 0.0 1.3 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 8.1 0.0 0.0 0.0 0.0 0.0 0.0 31.1 1st-Term Q (Q1), veh/ln 0.5 0.0 0.0 0.0 0.0 0.0 0.0 2.4 2nd-Term Q (Q2), veh/ln 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.5 0.0 0.0 0.0 0.0 0.0 0.0 2.5 %ile Storage Ratio (RQ%) 0.07 0.00 0.00 0.00 0.00 0.00 0.00 0.07 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 02040608 Lane Assignment T T T Lanes in Grp 02010200 Grp Vol (v), veh/h 0 1259 0 0 0 955 0 0 Grp Sat Flow (s), veh/h/ln 0 1777 0 1870 0 1777 0 0 Q Serve Time (g_s), s 0.0 15.6 0.0 0.0 0.0 7.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 15.6 0.0 0.0 0.0 7.0 0.0 0.0 Lane Grp Cap (c), veh/h 0 2152 0 264 0 2610 0 0 V/C Ratio (X) 0.00 0.59 0.00 0.00 0.00 0.37 0.00 0.00 Avail Cap (c_a), veh/h 0 2152 0 466 0 2610 0 0 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 8.7 0.0 0.0 0.0 3.5 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.2 0.0 0.0 0.0 0.4 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 9.9 0.0 0.0 0.0 3.9 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 4.5 0.0 0.0 0.0 1.3 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.4 0.0 0.0 0.0 0.1 0.0 0.0 Recent PM Traffic Kellar Engineering 6: US 287 & Vine Dr 10/23/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro Report Sean Kellar, PE, PTOE 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 4.8 0.0 0.0 0.0 1.4 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.17 0.00 0.00 0.00 0.03 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt 0 12 0 14 0 16 0 18 Lane Assignment R R Lanes in Grp 01000001 Grp Vol (v), veh/h 0 160 00000154 Grp Sat Flow (s), veh/h/ln 0 1585 000001585 Q Serve Time (g_s), s 0.0 3.2 0.0 0.0 0.0 0.0 0.0 6.7 Cycle Q Clear Time (g_c), s 0.0 3.2 0.0 0.0 0.0 0.0 0.0 6.7 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 960 00000223 V/C Ratio (X) 0.00 0.17 0.00 0.00 0.00 0.00 0.00 0.69 Avail Cap (c_a), veh/h 0 960 00000395 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 6.2 0.0 0.0 0.0 0.0 0.0 29.5 Incr Delay (d2), s/veh 0.0 0.4 0.0 0.0 0.0 0.0 0.0 3.8 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 6.6 0.0 0.0 0.0 0.0 0.0 33.3 1st-Term Q (Q1), veh/ln 0.0 0.8 0.0 0.0 0.0 0.0 0.0 2.4 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.2 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.9 0.0 0.0 0.0 0.0 0.0 2.7 %ile Storage Ratio (RQ%) 0.00 0.09 0.00 0.00 0.00 0.00 0.00 0.08 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 10.0 HCM 6th LOS A Recent PM Traffic Kellar Engineering 8: Jerome St & Suniga Dr 10/26/2020 HCM 6th TWSC Synchro Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 3.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 48 9 4 32 2 21 0 9 12 0 15 Future Vol, veh/h 0 48 9 4 32 2 21 0 9 12 0 15 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 80 - - 170 ----5050-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 56 11 5 38 2 25 0 11 14 0 18 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 40 0 0 67 0 0 91 112 34 77 116 20 Stage 1 ------6262-4949- Stage 2 ------2950-2867- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1568 - - 1533 - - 883 777 1032 904 773 1053 Stage 1 ------942843-958853- Stage 2 ------984853-985838- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1568 - - 1533 - - 866 775 1032 892 771 1053 Mov Cap-2 Maneuver ------866775-892771- Stage 1 ------942843-958850- Stage 2 ------964850-975838- Approach EB WB NB SB HCM Control Delay, s 0 0.8 9.1 8.8 HCM LOS A A Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h) 866 1032 1568 - - 1533 - - 892 1053 HCM Lane V/C Ratio 0.029 0.01 - - - 0.003 - - 0.016 0.017 HCM Control Delay (s) 9.3 8.5 0 - - 7.4 - - 9.1 8.5 HCM Lane LOS A A A - - A - - A A HCM 95th %tile Q(veh) 0.1 0 0 - - 0 - - 0 0.1 Recent PM Traffic Kellar Engineering 9: Vine Dr & Jerome St 10/26/2020 HCM 6th TWSC Synchro Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 1.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 40 259 284 2 3 50 Future Vol, veh/h 40 259 284 2 3 50 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 120 - 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 47 305 334 2 4 59 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 336 0 - 0 734 335 Stage 1 - - - - 335 - Stage 2 - - - - 399 - 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 1223 - - - 387 707 Stage 1 - - - - 725 - Stage 2 - - - - 678 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1223 - - - 369 707 Mov Cap-2 Maneuver - - - - 369 - Stage 1 - - - - 692 - Stage 2 - - - - 678 - Approach EB WB SB HCM Control Delay, s 1.1 0 10.8 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h) 1223 - - - 369 707 HCM Lane V/C Ratio 0.038 - - - 0.01 0.083 HCM Control Delay (s) 8.1 0 - - 14.9 10.6 HCM Lane LOS A A - - B B HCM 95th %tile Q(veh) 0.1 - - - 0 0.3 2025 Background AM Traffic Kellar Engineering 3: US 287 & Suniga Dr 10/24/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 1 11 0 10 6 751 17 8 864 1 Future Volume (veh/h) 0 0 1 11 0 10 6 751 17 8 864 1 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 0 1 12 0 11 7 816 18 9 939 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 160 0 24 183 215 182 444 2202 982 489 2266 2 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.00 0.00 0.02 0.02 0.00 0.12 0.01 0.62 0.62 0.01 0.62 0.62 Unsig. Movement Delay Ln Grp Delay, s/veh 0.0 0.0 26.5 23.5 0.0 21.1 4.1 5.5 3.9 4.0 6.3 6.2 Ln Grp LOS A A C C A C AAAAAA Approach Vol, veh/h 1 23 841 949 Approach Delay, s/veh 26.5 22.4 5.4 6.2 Approach LOS C C A A Timer:12345678 Assigned Phs 12345678 Case No 1.1 3.0 1.1 4.0 1.1 4.0 1.1 3.0 Phs Duration (G+Y+Rc), s 5.1 37.5 5.3 5.3 5.0 37.6 0.0 10.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 5.5 33.0 5.5 18.0 5.5 33.0 5.0 18.5 Max Allow Headway (MAH), s 3.7 5.0 3.8 5.7 3.7 5.0 0.0 4.1 Max Q Clear (g_c+l1), s 2.1 8.0 2.3 2.0 2.1 9.0 0.0 2.3 Green Ext Time (g_e), s 0.0 5.8 0.0 0.0 0.0 6.0 0.0 0.0 Prob of Phs Call (p_c) 0.12 1.00 0.16 0.16 0.10 1.00 0.00 0.30 Prob of Max Out (p_x) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 Left-Turn Movement Data Assigned Mvmt 1357 Mvmt Sat Flow, veh/h 1781 1781 1781 1781 Through Movement Data Assigned Mvmt 2468 Mvmt Sat Flow, veh/h 3554 0 3643 1870 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1585 1585 4 1585 Left Lane Group Data Assigned Mvmt 10305070 Lane Assignment L (Pr/Pm) L (Pr/Pm) L (Pr/Pm) L (Pr/Pm) 2025 Background AM Traffic Kellar Engineering 3: US 287 & Suniga Dr 10/24/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE Lanes in Grp 10101010 Grp Vol (v), veh/h 9 0 12 07000 Grp Sat Flow (s), veh/h/ln 1781 0 1781 0 1781 0 1781 0 Q Serve Time (g_s), s 0.1 0.0 0.3 0.0 0.1 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.1 0.0 0.3 0.0 0.1 0.0 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 658 0 1416 0 596 0 1404 0 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 33.0 0.0 2.8 0.0 33.0 0.0 0.8 0.0 Perm LT Serve Time (g_u), s 27.0 0.0 0.8 0.0 26.1 0.0 0.8 0.0 Perm LT Q Serve Time (g_ps), s 0.1 0.0 0.0 0.0 0.1 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 489 0 183 0 444 0 160 0 V/C Ratio (X) 0.02 0.00 0.07 0.00 0.02 0.00 0.00 0.00 Avail Cap (c_a), veh/h 653 0 340 0 612 0 324 0 Upstream Filter (I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 4.0 0.0 23.3 0.0 4.1 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 4.0 0.0 23.5 0.0 4.1 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 02040608 Lane Assignment T T T Lanes in Grp 02000101 Grp Vol (v), veh/h 0 816 0 0 0 458 0 0 Grp Sat Flow (s), veh/h/ln 0 1777 0 0 0 1777 0 1870 Q Serve Time (g_s), s 0.0 6.0 0.0 0.0 0.0 7.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 6.0 0.0 0.0 0.0 7.0 0.0 0.0 Lane Grp Cap (c), veh/h 0 2202 0 0 0 1106 0 215 V/C Ratio (X) 0.00 0.37 0.00 0.00 0.00 0.41 0.00 0.00 Avail Cap (c_a), veh/h 0 2202 0 0 0 1106 0 650 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 5.0 0.0 0.0 0.0 5.1 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.5 0.0 0.0 0.0 1.1 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 5.5 0.0 0.0 0.0 6.3 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 1.2 0.0 0.0 0.0 1.4 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.0 0.0 0.4 0.0 0.0 2025 Background AM Traffic Kellar Engineering 3: US 287 & Suniga Dr 10/24/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.3 0.0 0.0 0.0 1.7 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.03 0.00 0.00 0.00 0.07 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt 0 12 0 14 0 16 0 18 Lane Assignment R T+R T+R R Lanes in Grp 01010101 Grp Vol (v), veh/h 0 18 0 1 0 482 0 11 Grp Sat Flow (s), veh/h/ln 0 1585 0 1585 0 1870 0 1585 Q Serve Time (g_s), s 0.0 0.2 0.0 0.0 0.0 7.0 0.0 0.3 Cycle Q Clear Time (g_c), s 0.0 0.2 0.0 0.0 0.0 7.0 0.0 0.3 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 982 0 24 0 1163 0 182 V/C Ratio (X) 0.00 0.02 0.00 0.04 0.00 0.41 0.00 0.06 Avail Cap (c_a), veh/h 0 982 0 536 0 1163 0 551 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 3.9 0.0 25.8 0.0 5.1 0.0 21.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.7 0.0 1.1 0.0 0.1 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 3.9 0.0 26.5 0.0 6.2 0.0 21.1 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 1.5 0.0 0.1 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.1 0.0 0.0 0.0 1.8 0.0 0.1 %ile Storage Ratio (RQ%) 0.00 0.01 0.00 0.00 0.00 0.07 0.00 0.02 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 6.1 HCM 6th LOS A 2025 Background AM Traffic Kellar Engineering 6: US 287 & Vine Dr 10/24/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 178 0 110 0 612 81 142 1058 0 Future Volume (veh/h) 0 0 0 178 0 110 0 612 81 142 1058 0 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 0 0 0 193 0 120 0 665 88 154 1150 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222220 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 0 331 0 358 0 280 107 1965 876 551 2451 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.00 0.00 0.00 0.18 0.00 0.18 0.00 0.55 0.55 0.07 0.69 0.00 Unsig. Movement Delay Ln Grp Delay, s/veh 0.0 0.0 0.0 27.7 0.0 25.7 0.0 8.8 7.4 5.5 5.5 0.0 Ln Grp LOS A A A C A C AAAAAA Approach Vol, veh/h 0 313 753 1304 Approach Delay, s/veh 0.0 27.0 8.6 5.5 Approach LOS C A A Timer:12345678 Assigned Phs 1 2468 Case No 1.2 5.0 8.0 4.0 7.0 Phs Duration (G+Y+Rc), s 9.2 41.8 16.4 51.0 16.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 12.5 29.5 24.5 46.5 24.5 Max Allow Headway (MAH), s 3.7 4.9 0.0 5.0 4.8 Max Q Clear (g_c+l1), s 4.2 8.9 0.0 12.0 10.7 Green Ext Time (g_e), s 0.2 4.5 0.0 9.7 1.2 Prob of Phs Call (p_c) 0.94 1.00 0.00 1.00 1.00 Prob of Max Out (p_x) 0.02 0.00 0.00 0.00 0.02 Left-Turn Movement Data Assigned Mvmt 1 5 7 3 Mvmt Sat Flow, veh/h 1781 489 0 1418 Through Movement Data Assigned Mvmt 2468 Mvmt Sat Flow, veh/h 3554 1870 3647 0 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1585 0 0 1585 Left Lane Group Data Assigned Mvmt 15070003 Lane Assignment L (Pr/Pm) L L+T 2025 Background AM Traffic Kellar Engineering 6: US 287 & Vine Dr 10/24/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE Lanes in Grp 11000001 Grp Vol (v), veh/h 154 000000193 Grp Sat Flow (s), veh/h/ln 1781 489 000001418 Q Serve Time (g_s), s 2.2 0.0 0.0 0.0 0.0 0.0 0.0 8.7 Cycle Q Clear Time (g_c), s 2.2 0.0 0.0 0.0 0.0 0.0 0.0 8.7 Perm LT Sat Flow (s_l), veh/h/ln 710 489 000001440 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 39.3 0.0 0.0 0.0 0.0 0.0 0.0 11.9 Perm LT Serve Time (g_u), s 30.3 0.0 0.0 0.0 0.0 0.0 0.0 11.9 Perm LT Q Serve Time (g_ps), s 2.5 0.0 0.0 0.0 0.0 0.0 0.0 8.7 Time to First Blk (g_f), s 0.0 0.0 0.0 11.9 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 551 107 00000358 V/C Ratio (X) 0.28 0.00 0.00 0.00 0.00 0.00 0.00 0.54 Avail Cap (c_a), veh/h 756 107 00000622 Upstream Filter (I) 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 5.2 0.0 0.0 0.0 0.0 0.0 0.0 26.4 Incr Delay (d2), s/veh 0.3 0.0 0.0 0.0 0.0 0.0 0.0 1.3 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 5.5 0.0 0.0 0.0 0.0 0.0 0.0 27.7 1st-Term Q (Q1), veh/ln 0.5 0.0 0.0 0.0 0.0 0.0 0.0 2.8 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.6 0.0 0.0 0.0 0.0 0.0 0.0 2.9 %ile Storage Ratio (RQ%) 0.07 0.00 0.00 0.00 0.00 0.00 0.00 0.08 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 02040608 Lane Assignment T T T Lanes in Grp 02010200 Grp Vol (v), veh/h 0 665 0 0 0 1150 0 0 Grp Sat Flow (s), veh/h/ln 0 1777 0 1870 0 1777 0 0 Q Serve Time (g_s), s 0.0 6.9 0.0 0.0 0.0 10.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 6.9 0.0 0.0 0.0 10.0 0.0 0.0 Lane Grp Cap (c), veh/h 0 1965 0 331 0 2451 0 0 V/C Ratio (X) 0.00 0.34 0.00 0.00 0.00 0.47 0.00 0.00 Avail Cap (c_a), veh/h 0 1965 0 680 0 2451 0 0 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 8.3 0.0 0.0 0.0 4.8 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.5 0.0 0.0 0.0 0.6 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 8.8 0.0 0.0 0.0 5.5 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 2.1 0.0 0.0 0.0 2.1 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.0 0.0 0.2 0.0 0.0 2025 Background AM Traffic Kellar Engineering 6: US 287 & Vine Dr 10/24/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 2.2 0.0 0.0 0.0 2.3 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.08 0.00 0.00 0.00 0.04 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt 0 12 0 14 0 16 0 18 Lane Assignment R R Lanes in Grp 01000001 Grp Vol (v), veh/h 0 88 00000120 Grp Sat Flow (s), veh/h/ln 0 1585 000001585 Q Serve Time (g_s), s 0.0 1.8 0.0 0.0 0.0 0.0 0.0 4.5 Cycle Q Clear Time (g_c), s 0.0 1.8 0.0 0.0 0.0 0.0 0.0 4.5 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 876 00000280 V/C Ratio (X) 0.00 0.10 0.00 0.00 0.00 0.00 0.00 0.43 Avail Cap (c_a), veh/h 0 876 00000576 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 7.1 0.0 0.0 0.0 0.0 0.0 24.7 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.0 0.0 0.0 0.0 1.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 7.4 0.0 0.0 0.0 0.0 0.0 25.7 1st-Term Q (Q1), veh/ln 0.0 0.5 0.0 0.0 0.0 0.0 0.0 1.6 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.5 0.0 0.0 0.0 0.0 0.0 1.7 %ile Storage Ratio (RQ%) 0.00 0.05 0.00 0.00 0.00 0.00 0.00 0.05 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 9.3 HCM 6th LOS A 2025 Background AM Traffic Kellar Engineering 8: Jerome St & Suniga Dr 10/26/2020 HCM 6th TWSC Synchro 11 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 5.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 18 3791200811013 Future Vol, veh/h 1 18 3791200811013 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 80 - - 170 ----5050-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 1 21 4 8 11 1 24 0 9 13 0 15 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 12 0 0 25 0 0 47 53 13 41 55 6 Stage 1 ------2525-2828- Stage 2 ------2228-1327- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1605 - - 1588 - - 948 838 1064 958 836 1075 Stage 1 ------989874-985871- Stage 2 ------993871-1005 872 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1605 - - 1588 - - 931 833 1064 946 831 1075 Mov Cap-2 Maneuver ------931833-946831- Stage 1 ------988873-984867- Stage 2 ------974867-995871- Approach EB WB NB SB HCM Control Delay, s 0.3 3 8.8 8.6 HCM LOS A A Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h) 931 1064 1605 - - 1588 - - 946 1075 HCM Lane V/C Ratio 0.025 0.009 0.001 - - 0.005 - - 0.014 0.014 HCM Control Delay (s) 9 8.4 7.2 - - 7.3 - - 8.9 8.4 HCM Lane LOS A A A - - A - - A A HCM 95th %tile Q(veh) 0.1 0 0 - - 0 - - 0 0 2025 Background AM Traffic Kellar Engineering 9: Vine Dr & Jerome St 10/26/2020 HCM 6th TWSC Synchro 11 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 1.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 16 206 286 2 8 52 Future Vol, veh/h 16 206 286 2 8 52 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 120 - 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 19 242 336 2 9 61 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 338 0 - 0 617 337 Stage 1 - - - - 337 - Stage 2 - - - - 280 - 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 1221 - - - 453 705 Stage 1 - - - - 723 - Stage 2 - - - - 767 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1221 - - - 445 705 Mov Cap-2 Maneuver - - - - 445 - Stage 1 - - - - 710 - Stage 2 - - - - 767 - Approach EB WB SB HCM Control Delay, s 0.6 0 11 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h) 1221 - - - 445 705 HCM Lane V/C Ratio 0.015 - - - 0.021 0.087 HCM Control Delay (s) 8 0 - - 13.3 10.6 HCM Lane LOS A A - - B B HCM 95th %tile Q(veh) 0 - - - 0.1 0.3 2025 Background PM Traffic Kellar Engineering 3: US 287 & Suniga Dr 10/24/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 6 0 7 26 0 19 8 1313 60 15 1093 9 Future Volume (veh/h) 6 0 7 26 0 19 8 1313 60 15 1093 9 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 6 0 7 28 0 20 9 1397 64 16 1163 10 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222222 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 190 0 57 227 111 94 347 2122 946 284 2185 19 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.01 0.00 0.04 0.03 0.00 0.06 0.01 0.60 0.60 0.02 0.61 0.61 Unsig. Movement Delay Ln Grp Delay, s/veh 26.2 0.0 27.6 25.4 0.0 26.6 5.3 9.2 5.0 6.3 8.4 8.4 Ln Grp LOS C A C C A C AAAAAA Approach Vol, veh/h 13 48 1470 1189 Approach Delay, s/veh 26.9 25.9 9.0 8.4 Approach LOS C C A A Timer:12345678 Assigned Phs 12345678 Case No 1.1 3.0 1.1 4.0 1.1 4.0 1.1 3.0 Phs Duration (G+Y+Rc), s 5.6 38.5 6.3 6.5 5.2 39.0 5.0 7.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 5.0 34.0 5.0 18.0 5.0 34.0 5.0 18.0 Max Allow Headway (MAH), s 3.7 5.0 3.8 5.7 3.7 5.0 3.9 4.1 Max Q Clear (g_c+l1), s 2.2 16.9 2.8 2.2 2.1 12.7 2.2 2.7 Green Ext Time (g_e), s 0.0 9.4 0.0 0.0 0.0 7.7 0.0 0.0 Prob of Phs Call (p_c) 0.22 1.00 0.36 0.41 0.13 1.00 0.09 0.58 Prob of Max Out (p_x) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Left-Turn Movement Data Assigned Mvmt 1357 Mvmt Sat Flow, veh/h 1781 1781 1781 1781 Through Movement Data Assigned Mvmt 2468 Mvmt Sat Flow, veh/h 3554 0 3611 1870 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1585 1585 31 1585 Left Lane Group Data Assigned Mvmt 10305070 Lane Assignment L (Pr/Pm) L (Pr/Pm) L (Pr/Pm) L (Pr/Pm) 2025 Background PM Traffic Kellar Engineering 3: US 287 & Suniga Dr 10/24/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE Lanes in Grp 10101010 Grp Vol (v), veh/h 16 0 28 09060 Grp Sat Flow (s), veh/h/ln 1781 0 1781 0 1781 0 1781 0 Q Serve Time (g_s), s 0.2 0.0 0.8 0.0 0.1 0.0 0.2 0.0 Cycle Q Clear Time (g_c), s 0.2 0.0 0.8 0.0 0.1 0.0 0.2 0.0 Perm LT Sat Flow (s_l), veh/h/ln 363 0 1409 0 478 0 1392 0 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 34.0 0.0 2.0 0.0 34.0 0.0 2.0 0.0 Perm LT Serve Time (g_u), s 19.1 0.0 1.8 0.0 23.8 0.0 2.0 0.0 Perm LT Q Serve Time (g_ps), s 0.7 0.0 0.0 0.0 0.2 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 284 0 227 0 347 0 190 0 V/C Ratio (X) 0.06 0.00 0.12 0.00 0.03 0.00 0.03 0.00 Avail Cap (c_a), veh/h 405 0 327 0 483 0 333 0 Upstream Filter (I) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 6.2 0.0 25.2 0.0 5.3 0.0 26.1 0.0 Incr Delay (d2), s/veh 0.1 0.0 0.2 0.0 0.0 0.0 0.1 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 6.3 0.0 25.4 0.0 5.3 0.0 26.2 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.3 0.0 0.0 0.0 0.1 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.4 0.0 0.0 0.0 0.1 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.03 0.00 0.00 0.00 0.04 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 02040608 Lane Assignment T T T Lanes in Grp 02000101 Grp Vol (v), veh/h 0 1397 0 0 0 572 0 0 Grp Sat Flow (s), veh/h/ln 0 1777 0 0 0 1777 0 1870 Q Serve Time (g_s), s 0.0 14.9 0.0 0.0 0.0 10.7 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 14.9 0.0 0.0 0.0 10.7 0.0 0.0 Lane Grp Cap (c), veh/h 0 2122 0 0 0 1075 0 111 V/C Ratio (X) 0.00 0.66 0.00 0.00 0.00 0.53 0.00 0.00 Avail Cap (c_a), veh/h 0 2122 0 0 0 1075 0 591 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 7.6 0.0 0.0 0.0 6.5 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.6 0.0 0.0 0.0 1.9 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 9.2 0.0 0.0 0.0 8.4 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 3.5 0.0 0.0 0.0 2.4 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.5 0.0 0.0 0.0 0.6 0.0 0.0 2025 Background PM Traffic Kellar Engineering 3: US 287 & Suniga Dr 10/24/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 4.0 0.0 0.0 0.0 3.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.08 0.00 0.00 0.00 0.12 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt 0 12 0 14 0 16 0 18 Lane Assignment R T+R T+R R Lanes in Grp 01010101 Grp Vol (v), veh/h 0 64 0 7 0 601 0 20 Grp Sat Flow (s), veh/h/ln 0 1585 0 1585 0 1865 0 1585 Q Serve Time (g_s), s 0.0 1.0 0.0 0.2 0.0 10.7 0.0 0.7 Cycle Q Clear Time (g_c), s 0.0 1.0 0.0 0.2 0.0 10.7 0.0 0.7 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 1.00 0.00 0.02 0.00 1.00 Lane Grp Cap (c), veh/h 0 946 0 57 0 1128 0 94 V/C Ratio (X) 0.00 0.07 0.00 0.12 0.00 0.53 0.00 0.21 Avail Cap (c_a), veh/h 0 946 0 501 0 1128 0 501 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 4.8 0.0 26.6 0.0 6.5 0.0 25.5 Incr Delay (d2), s/veh 0.0 0.1 0.0 1.0 0.0 1.8 0.0 1.1 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 5.0 0.0 27.6 0.0 8.4 0.0 26.6 1st-Term Q (Q1), veh/ln 0.0 0.2 0.0 0.1 0.0 2.6 0.0 0.2 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.6 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.3 0.0 0.1 0.0 3.1 0.0 0.3 %ile Storage Ratio (RQ%) 0.00 0.03 0.00 0.01 0.00 0.13 0.00 0.05 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 9.1 HCM 6th LOS A 2025 Background PM Traffic Kellar Engineering 6: US 287 & Vine Dr 10/24/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 156 0 160 0 1306 166 165 991 0 Future Volume (veh/h) 0 0 0 156 0 160 0 1306 166 165 991 0 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 0 0 0 166 0 170 0 1389 177 176 1054 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222220 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 0 284 0 314 0 241 98 2121 946 328 2576 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.00 0.00 0.00 0.15 0.00 0.15 0.00 0.60 0.60 0.07 0.72 0.00 Unsig. Movement Delay Ln Grp Delay, s/veh 0.0 0.0 0.0 31.2 0.0 33.2 0.0 11.4 7.1 11.7 4.4 0.0 Ln Grp LOS A A A C A C ABABAA Approach Vol, veh/h 0 336 1566 1230 Approach Delay, s/veh 0.0 32.2 10.9 5.5 Approach LOS C B A Timer:12345678 Assigned Phs 1 2468 Case No 1.2 5.0 8.0 4.0 7.0 Phs Duration (G+Y+Rc), s 9.4 48.1 15.6 57.5 15.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 8.5 40.0 18.0 53.0 18.0 Max Allow Headway (MAH), s 3.7 4.9 0.0 5.0 4.6 Max Q Clear (g_c+l1), s 4.5 20.9 0.0 10.5 10.2 Green Ext Time (g_e), s 0.2 10.4 0.0 8.9 0.9 Prob of Phs Call (p_c) 0.97 1.00 0.00 1.00 1.00 Prob of Max Out (p_x) 0.78 0.00 0.00 0.00 0.26 Left-Turn Movement Data Assigned Mvmt 1 5 7 3 Mvmt Sat Flow, veh/h 1781 535 0 1418 Through Movement Data Assigned Mvmt 2468 Mvmt Sat Flow, veh/h 3554 1870 3647 0 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1585 0 0 1585 Left Lane Group Data Assigned Mvmt 15070003 Lane Assignment L (Pr/Pm) L L+T 2025 Background PM Traffic Kellar Engineering 6: US 287 & Vine Dr 10/24/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE Lanes in Grp 11000001 Grp Vol (v), veh/h 176 000000166 Grp Sat Flow (s), veh/h/ln 1781 535 000001418 Q Serve Time (g_s), s 2.5 0.0 0.0 0.0 0.0 0.0 0.0 8.2 Cycle Q Clear Time (g_c), s 2.5 0.0 0.0 0.0 0.0 0.0 0.0 8.2 Perm LT Sat Flow (s_l), veh/h/ln 328 535 000001440 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 45.6 0.0 0.0 0.0 0.0 0.0 0.0 11.1 Perm LT Serve Time (g_u), s 24.7 0.0 0.0 0.0 0.0 0.0 0.0 11.1 Perm LT Q Serve Time (g_ps), s 24.2 0.0 0.0 0.0 0.0 0.0 0.0 8.2 Time to First Blk (g_f), s 0.0 0.0 0.0 11.1 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 328 98 00000314 V/C Ratio (X) 0.54 0.00 0.00 0.00 0.00 0.00 0.00 0.53 Avail Cap (c_a), veh/h 417 98 00000447 Upstream Filter (I) 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 10.3 0.0 0.0 0.0 0.0 0.0 0.0 29.8 Incr Delay (d2), s/veh 1.4 0.0 0.0 0.0 0.0 0.0 0.0 1.4 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 11.7 0.0 0.0 0.0 0.0 0.0 0.0 31.2 1st-Term Q (Q1), veh/ln 0.9 0.0 0.0 0.0 0.0 0.0 0.0 2.7 2nd-Term Q (Q2), veh/ln 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 1.1 0.0 0.0 0.0 0.0 0.0 0.0 2.8 %ile Storage Ratio (RQ%) 0.13 0.00 0.00 0.00 0.00 0.00 0.00 0.08 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 02040608 Lane Assignment T T T Lanes in Grp 02010200 Grp Vol (v), veh/h 0 1389 0 0 0 1054 0 0 Grp Sat Flow (s), veh/h/ln 0 1777 0 1870 0 1777 0 0 Q Serve Time (g_s), s 0.0 18.9 0.0 0.0 0.0 8.5 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 18.9 0.0 0.0 0.0 8.5 0.0 0.0 Lane Grp Cap (c), veh/h 0 2121 0 284 0 2576 0 0 V/C Ratio (X) 0.00 0.65 0.00 0.00 0.00 0.41 0.00 0.00 Avail Cap (c_a), veh/h 0 2121 0 460 0 2576 0 0 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 9.8 0.0 0.0 0.0 3.9 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.6 0.0 0.0 0.0 0.5 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 11.4 0.0 0.0 0.0 4.4 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 5.5 0.0 0.0 0.0 1.7 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.5 0.0 0.0 0.0 0.2 0.0 0.0 2025 Background PM Traffic Kellar Engineering 6: US 287 & Vine Dr 10/24/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 6.0 0.0 0.0 0.0 1.9 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.21 0.00 0.00 0.00 0.04 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt 0 12 0 14 0 16 0 18 Lane Assignment R R Lanes in Grp 01000001 Grp Vol (v), veh/h 0 177 00000170 Grp Sat Flow (s), veh/h/ln 0 1585 000001585 Q Serve Time (g_s), s 0.0 3.7 0.0 0.0 0.0 0.0 0.0 7.4 Cycle Q Clear Time (g_c), s 0.0 3.7 0.0 0.0 0.0 0.0 0.0 7.4 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 946 00000241 V/C Ratio (X) 0.00 0.19 0.00 0.00 0.00 0.00 0.00 0.71 Avail Cap (c_a), veh/h 0 946 00000390 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 6.7 0.0 0.0 0.0 0.0 0.0 29.4 Incr Delay (d2), s/veh 0.0 0.4 0.0 0.0 0.0 0.0 0.0 3.8 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 7.1 0.0 0.0 0.0 0.0 0.0 33.2 1st-Term Q (Q1), veh/ln 0.0 1.0 0.0 0.0 0.0 0.0 0.0 2.7 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.3 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.1 0.0 0.0 0.0 0.0 0.0 3.0 %ile Storage Ratio (RQ%) 0.00 0.10 0.00 0.00 0.00 0.00 0.00 0.09 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 11.0 HCM 6th LOS B 2025 Background PM Traffic Kellar Engineering 8: Jerome St & Suniga Dr 10/26/2020 HCM 6th TWSC Synchro 11 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 3.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 53 10 4 35 2 23 0 10 13 0 17 Future Vol, veh/h 0 53 10 4 35 2 23 0 10 13 0 17 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 80 - - 170 ----5050-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 62 12 5 41 2 27 0 12 15 0 20 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 43 0 0 74 0 0 99 121 37 83 126 22 Stage 1 ------6868-5252- Stage 2 ------3153-3174- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1564 - - 1524 - - 872 768 1027 895 764 1050 Stage 1 ------934838-954851- Stage 2 ------981850-981833- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1564 - - 1524 - - 853 766 1027 882 762 1050 Mov Cap-2 Maneuver ------853766-882762- Stage 1 ------934838-954848- Stage 2 ------959847-970833- Approach EB WB NB SB HCM Control Delay, s 0 0.7 9.1 8.8 HCM LOS A A Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h) 853 1027 1564 - - 1524 - - 882 1050 HCM Lane V/C Ratio 0.032 0.011 - - - 0.003 - - 0.017 0.019 HCM Control Delay (s) 9.4 8.5 0 - - 7.4 - - 9.2 8.5 HCM Lane LOS A A A - - A - - A A HCM 95th %tile Q(veh) 0.1 0 0 - - 0 - - 0.1 0.1 2025 Background PM Traffic Kellar Engineering 9: Vine Dr & Jerome St 10/26/2020 HCM 6th TWSC Synchro 11 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 1.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 44 286 314 2 3 55 Future Vol, veh/h 44 286 314 2 3 55 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 120 - 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 52 336 369 2 4 65 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 371 0 - 0 810 370 Stage 1 - - - - 370 - Stage 2 - - - - 440 - 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 1188 - - - 349 676 Stage 1 - - - - 699 - Stage 2 - - - - 649 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1188 - - - 330 676 Mov Cap-2 Maneuver - - - - 330 - Stage 1 - - - - 661 - Stage 2 - - - - 649 - Approach EB WB SB HCM Control Delay, s 1.1 0 11.2 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h) 1188 - - - 330 676 HCM Lane V/C Ratio 0.044 - - - 0.011 0.096 HCM Control Delay (s) 8.2 0 - - 16 10.9 HCM Lane LOS A A - - C B HCM 95th %tile Q(veh) 0.1 - - - 0 0.3 2025 Short Range Total AM Traffic Kellar Engineering 3: US 287 & Suniga Dr 01/04/2022 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 1 13 0 14 6 751 18 9 865 1 Future Volume (veh/h) 0 0 1 13 0 14 6 751 18 9 865 1 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 0 1 14 0 15 7 816 20 10 940 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 165 0 31 192 227 192 440 2184 974 485 2252 2 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.00 0.00 0.02 0.02 0.00 0.12 0.01 0.61 0.61 0.01 0.62 0.62 Unsig. Movement Delay Ln Grp Delay, s/veh 0.0 0.0 26.2 23.4 0.0 21.1 4.3 5.7 4.1 4.1 6.4 6.4 Ln Grp LOS A A C C A C AAAAAA Approach Vol, veh/h 1 29 843 951 Approach Delay, s/veh 26.2 22.2 5.6 6.4 Approach LOS C C A A Timer:12345678 Assigned Phs 12345678 Case No 1.1 3.0 1.1 4.0 1.1 4.0 1.1 3.0 Phs Duration (G+Y+Rc), s 5.2 37.5 5.4 5.6 5.0 37.7 0.0 11.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 5.5 33.0 5.5 18.0 5.5 33.0 5.0 18.5 Max Allow Headway (MAH), s 3.7 5.0 3.8 5.7 3.7 5.0 0.0 4.1 Max Q Clear (g_c+l1), s 2.1 8.2 2.4 2.0 2.1 9.1 0.0 2.5 Green Ext Time (g_e), s 0.0 5.8 0.0 0.0 0.0 6.0 0.0 0.0 Prob of Phs Call (p_c) 0.14 1.00 0.19 0.21 0.10 1.00 0.00 0.36 Prob of Max Out (p_x) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 Left-Turn Movement Data Assigned Mvmt 1357 Mvmt Sat Flow, veh/h 1781 1781 1781 1781 Through Movement Data Assigned Mvmt 2468 Mvmt Sat Flow, veh/h 3554 0 3643 1870 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1585 1585 4 1585 Left Lane Group Data Assigned Mvmt 10305070 Lane Assignment L (Pr/Pm) L (Pr/Pm) L (Pr/Pm) L (Pr/Pm) 2025 Short Range Total AM Traffic Kellar Engineering 3: US 287 & Suniga Dr 01/04/2022 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE Lanes in Grp 10101010 Grp Vol (v), veh/h 10 0 14 07000 Grp Sat Flow (s), veh/h/ln 1781 0 1781 0 1781 0 1781 0 Q Serve Time (g_s), s 0.1 0.0 0.4 0.0 0.1 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.1 0.0 0.4 0.0 0.1 0.0 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 657 0 1416 0 596 0 1398 0 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 33.0 0.0 3.1 0.0 33.0 0.0 1.1 0.0 Perm LT Serve Time (g_u), s 26.8 0.0 1.0 0.0 26.1 0.0 1.1 0.0 Perm LT Q Serve Time (g_ps), s 0.1 0.0 0.0 0.0 0.1 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 485 0 192 0 440 0 165 0 V/C Ratio (X) 0.02 0.00 0.07 0.00 0.02 0.00 0.00 0.00 Avail Cap (c_a), veh/h 645 0 344 0 606 0 328 0 Upstream Filter (I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 4.1 0.0 23.2 0.0 4.3 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 4.1 0.0 23.4 0.0 4.3 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 02040608 Lane Assignment T T T Lanes in Grp 02000101 Grp Vol (v), veh/h 0 816 0 0 0 459 0 0 Grp Sat Flow (s), veh/h/ln 0 1777 0 0 0 1777 0 1870 Q Serve Time (g_s), s 0.0 6.2 0.0 0.0 0.0 7.1 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 6.2 0.0 0.0 0.0 7.1 0.0 0.0 Lane Grp Cap (c), veh/h 0 2184 0 0 0 1099 0 227 V/C Ratio (X) 0.00 0.37 0.00 0.00 0.00 0.42 0.00 0.00 Avail Cap (c_a), veh/h 0 2184 0 0 0 1099 0 644 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 5.2 0.0 0.0 0.0 5.3 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.5 0.0 0.0 0.0 1.2 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 5.7 0.0 0.0 0.0 6.4 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 1.3 0.0 0.0 0.0 1.5 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.0 0.0 0.4 0.0 0.0 2025 Short Range Total AM Traffic Kellar Engineering 3: US 287 & Suniga Dr 01/04/2022 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.4 0.0 0.0 0.0 1.8 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.03 0.00 0.00 0.00 0.07 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt 0 12 0 14 0 16 0 18 Lane Assignment R T+R T+R R Lanes in Grp 01010101 Grp Vol (v), veh/h 0 20 0 1 0 482 0 15 Grp Sat Flow (s), veh/h/ln 0 1585 0 1585 0 1870 0 1585 Q Serve Time (g_s), s 0.0 0.3 0.0 0.0 0.0 7.1 0.0 0.5 Cycle Q Clear Time (g_c), s 0.0 0.3 0.0 0.0 0.0 7.1 0.0 0.5 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 974 0 31 0 1156 0 192 V/C Ratio (X) 0.00 0.02 0.00 0.03 0.00 0.42 0.00 0.08 Avail Cap (c_a), veh/h 0 974 0 531 0 1156 0 546 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 4.0 0.0 25.8 0.0 5.3 0.0 20.9 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.4 0.0 1.1 0.0 0.2 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 4.1 0.0 26.2 0.0 6.4 0.0 21.1 1st-Term Q (Q1), veh/ln 0.0 0.1 0.0 0.0 0.0 1.5 0.0 0.2 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.1 0.0 0.0 0.0 1.9 0.0 0.2 %ile Storage Ratio (RQ%) 0.00 0.01 0.00 0.00 0.00 0.08 0.00 0.03 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 6.3 HCM 6th LOS A 2025 Short Range Total AM Traffic Kellar Engineering 6: US 287 & Vine Dr 01/04/2022 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 185 0 113 0 613 83 143 1058 0 Future Volume (veh/h) 0 0 0 185 0 113 0 613 83 143 1058 0 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 0 0 0 201 0 123 0 666 90 155 1150 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222220 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 0 344 0 368 0 291 108 1931 861 544 2421 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.00 0.00 0.00 0.18 0.00 0.18 0.00 0.54 0.54 0.07 0.68 0.00 Unsig. Movement Delay Ln Grp Delay, s/veh 0.0 0.0 0.0 27.2 0.0 25.1 0.0 9.1 7.6 5.7 5.7 0.0 Ln Grp LOS A A A C A C AAAAAA Approach Vol, veh/h 0 324 756 1305 Approach Delay, s/veh 0.0 26.4 8.9 5.7 Approach LOS C A A Timer:12345678 Assigned Phs 1 2468 Case No 1.2 5.0 8.0 4.0 7.0 Phs Duration (G+Y+Rc), s 9.2 40.8 16.8 50.0 16.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 11.5 29.5 25.5 45.5 25.5 Max Allow Headway (MAH), s 3.7 4.9 0.0 5.0 4.8 Max Q Clear (g_c+l1), s 4.3 9.0 0.0 12.2 11.0 Green Ext Time (g_e), s 0.2 4.5 0.0 9.7 1.3 Prob of Phs Call (p_c) 0.94 1.00 0.00 1.00 1.00 Prob of Max Out (p_x) 0.04 0.00 0.00 0.00 0.02 Left-Turn Movement Data Assigned Mvmt 1 5 7 3 Mvmt Sat Flow, veh/h 1781 489 0 1418 Through Movement Data Assigned Mvmt 2468 Mvmt Sat Flow, veh/h 3554 1870 3647 0 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1585 0 0 1585 Left Lane Group Data Assigned Mvmt 15070003 Lane Assignment L (Pr/Pm) L L+T 2025 Short Range Total AM Traffic Kellar Engineering 6: US 287 & Vine Dr 01/04/2022 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE Lanes in Grp 11000001 Grp Vol (v), veh/h 155 000000201 Grp Sat Flow (s), veh/h/ln 1781 489 000001418 Q Serve Time (g_s), s 2.3 0.0 0.0 0.0 0.0 0.0 0.0 9.0 Cycle Q Clear Time (g_c), s 2.3 0.0 0.0 0.0 0.0 0.0 0.0 9.0 Perm LT Sat Flow (s_l), veh/h/ln 708 489 000001440 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 38.3 0.0 0.0 0.0 0.0 0.0 0.0 12.3 Perm LT Serve Time (g_u), s 29.2 0.0 0.0 0.0 0.0 0.0 0.0 12.3 Perm LT Q Serve Time (g_ps), s 2.5 0.0 0.0 0.0 0.0 0.0 0.0 9.0 Time to First Blk (g_f), s 0.0 0.0 0.0 12.3 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 544 108 00000368 V/C Ratio (X) 0.28 0.00 0.00 0.00 0.00 0.00 0.00 0.55 Avail Cap (c_a), veh/h 725 108 00000649 Upstream Filter (I) 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 5.4 0.0 0.0 0.0 0.0 0.0 0.0 25.9 Incr Delay (d2), s/veh 0.3 0.0 0.0 0.0 0.0 0.0 0.0 1.3 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 5.7 0.0 0.0 0.0 0.0 0.0 0.0 27.2 1st-Term Q (Q1), veh/ln 0.6 0.0 0.0 0.0 0.0 0.0 0.0 2.9 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.6 0.0 0.0 0.0 0.0 0.0 0.0 3.0 %ile Storage Ratio (RQ%) 0.07 0.00 0.00 0.00 0.00 0.00 0.00 0.09 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 02040608 Lane Assignment T T T Lanes in Grp 02010200 Grp Vol (v), veh/h 0 666 0 0 0 1150 0 0 Grp Sat Flow (s), veh/h/ln 0 1777 0 1870 0 1777 0 0 Q Serve Time (g_s), s 0.0 7.0 0.0 0.0 0.0 10.2 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 7.0 0.0 0.0 0.0 10.2 0.0 0.0 Lane Grp Cap (c), veh/h 0 1931 0 344 0 2421 0 0 V/C Ratio (X) 0.00 0.34 0.00 0.00 0.00 0.47 0.00 0.00 Avail Cap (c_a), veh/h 0 1931 0 714 0 2421 0 0 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 8.6 0.0 0.0 0.0 5.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.5 0.0 0.0 0.0 0.7 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 9.1 0.0 0.0 0.0 5.7 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 2.1 0.0 0.0 0.0 2.2 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.0 0.0 0.2 0.0 0.0 2025 Short Range Total AM Traffic Kellar Engineering 6: US 287 & Vine Dr 01/04/2022 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 2.2 0.0 0.0 0.0 2.4 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.08 0.00 0.00 0.00 0.05 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt 0 12 0 14 0 16 0 18 Lane Assignment R R Lanes in Grp 01000001 Grp Vol (v), veh/h 0 90 00000123 Grp Sat Flow (s), veh/h/ln 0 1585 000001585 Q Serve Time (g_s), s 0.0 1.8 0.0 0.0 0.0 0.0 0.0 4.6 Cycle Q Clear Time (g_c), s 0.0 1.8 0.0 0.0 0.0 0.0 0.0 4.6 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 861 00000291 V/C Ratio (X) 0.00 0.10 0.00 0.00 0.00 0.00 0.00 0.42 Avail Cap (c_a), veh/h 0 861 00000605 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 7.4 0.0 0.0 0.0 0.0 0.0 24.1 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.0 0.0 0.0 0.0 1.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 7.6 0.0 0.0 0.0 0.0 0.0 25.1 1st-Term Q (Q1), veh/ln 0.0 0.5 0.0 0.0 0.0 0.0 0.0 1.6 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.5 0.0 0.0 0.0 0.0 0.0 1.7 %ile Storage Ratio (RQ%) 0.00 0.05 0.00 0.00 0.00 0.00 0.00 0.05 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 9.5 HCM 6th LOS A 2025 Short Range Total AM Traffic Kellar Engineering 8: Jerome St & Suniga Dr 01/04/2022 HCM 6th TWSC Synchro 11 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 5.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 18 57912601011013 Future Vol, veh/h 1 18 57912601011013 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 80 - - 170 ----5050-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 1 21 6 8 11 1 31 0 12 13 0 15 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 12 0 0 27 0 0 48 54 14 41 57 6 Stage 1 ------2626-2828- Stage 2 ------2228-1329- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1605 - - 1585 - - 947 837 1062 958 833 1075 Stage 1 ------988873-985871- Stage 2 ------993871-1005 870 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1605 - - 1585 - - 930 832 1062 944 828 1075 Mov Cap-2 Maneuver ------930832-944828- Stage 1 ------987872-984867- Stage 2 ------974867-993869- Approach EB WB NB SB HCM Control Delay, s 0.3 3 8.8 8.6 HCM LOS A A Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h) 930 1062 1605 - - 1585 - - 944 1075 HCM Lane V/C Ratio 0.033 0.011 0.001 - - 0.005 - - 0.014 0.014 HCM Control Delay (s) 9 8.4 7.2 - - 7.3 - - 8.9 8.4 HCM Lane LOS A A A - - A - - A A HCM 95th %tile Q(veh) 0.1 0 0 - - 0 - - 0 0 2025 Short Range Total AM Traffic Kellar Engineering 9: Vine Dr & Jerome St 01/04/2022 HCM 6th TWSC Synchro 11 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 1.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 19 206 286 4 15 62 Future Vol, veh/h 19 206 286 4 15 62 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 120 - 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 22 242 336 5 18 73 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 341 0 - 0 625 339 Stage 1 - - - - 339 - Stage 2 - - - - 286 - 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 1218 - - - 449 703 Stage 1 - - - - 722 - Stage 2 - - - - 763 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1218 - - - 440 703 Mov Cap-2 Maneuver - - - - 440 - Stage 1 - - - - 707 - Stage 2 - - - - 763 - Approach EB WB SB HCM Control Delay, s 0.7 0 11.2 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h) 1218 - - - 440 703 HCM Lane V/C Ratio 0.018 - - - 0.04 0.104 HCM Control Delay (s) 8 0 - - 13.5 10.7 HCM Lane LOS A A - - B B HCM 95th %tile Q(veh) 0.1 - - - 0.1 0.3 2025 Short Range Total AM Traffic Kellar Engineering 12: Jerome St & Access #1/Cajetan St 01/04/2022 HCM 6th TWSC Synchro 11 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 4.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 0 1 12 0 10 2 23 5 3 7 1 Future Vol, veh/h 5 0 1 12 0 10 2 23 5 3 7 1 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 50 - - 50 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 6 0 1 14 0 12 2 27 6 4 8 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 57 54 9 51 51 30 9 0 0 33 0 0 Stage 1 17 17 - 34 34 ------- Stage 2 40 37 - 17 17 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 940 837 1073 948 840 1044 1611 - - 1579 - - Stage 1 1002 881 - 982 867 ------- Stage 2 975 864 - 1002 881 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 927 834 1073 944 837 1044 1611 - - 1579 - - Mov Cap-2 Maneuver 927 834 - 944 837 ------- Stage 1 1001 878 - 981 866 ------- Stage 2 963 863 - 998 878 ------- Approach EB WB NB SB HCM Control Delay, s 8.8 8.7 0.5 2 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1611 - - 927 1073 944 1044 1579 - - HCM Lane V/C Ratio 0.001 - - 0.006 0.001 0.015 0.011 0.002 - - HCM Control Delay (s) 7.2 0 - 8.9 8.4 8.9 8.5 7.3 0 - HCM Lane LOS A A -AAAAAA - HCM 95th %tile Q(veh) 0 - -00000-- 2025 Short Range Total AM Traffic Kellar Engineering 15: Jerome St & Access #2/Pascal St 01/04/2022 HCM 6th TWSC Synchro 11 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 4.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 0 16 10 0 9 3 18 4 4 17 1 Future Vol, veh/h 3 0 16 10 0 9 3 18 4 4 17 1 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 50 - - 50 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 4 0 19 12 0 11 4 21 5 5 20 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 68 65 21 72 63 24 21 0 0 26 0 0 Stage 1 31 31 - 32 32 ------- Stage 2 37 34 - 40 31 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 925 826 1056 919 828 1052 1595 - - 1588 - - Stage 1 986 869 - 984 868 ------- Stage 2 978 867 - 975 869 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 911 821 1056 899 823 1052 1595 - - 1588 - - Mov Cap-2 Maneuver 911 821 - 899 823 ------- Stage 1 983 866 - 981 865 ------- Stage 2 965 864 - 955 866 ------- Approach EB WB NB SB HCM Control Delay, s 8.6 8.8 0.9 1.3 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1595 - - 911 1056 899 1052 1588 - - HCM Lane V/C Ratio 0.002 - - 0.004 0.018 0.013 0.01 0.003 - - HCM Control Delay (s) 7.3 0 - 9 8.5 9.1 8.5 7.3 0 - HCM Lane LOS A A -AAAAAA - HCM 95th %tile Q(veh) 0 - - 0 0.1 0 0 0 - - 2025 Short Range Total PM Traffic Kellar Engineering 3: US 287 & Suniga Dr 01/04/2022 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 6 0 7 27 0 20 8 1313 62 20 1095 9 Future Volume (veh/h) 6 0 7 27 0 20 8 1313 62 20 1095 9 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 6 0 7 29 0 21 9 1397 66 21 1165 10 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222222 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 190 0 58 228 114 96 346 2106 939 289 2188 19 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.01 0.00 0.04 0.03 0.00 0.06 0.01 0.59 0.59 0.02 0.61 0.61 Unsig. Movement Delay Ln Grp Delay, s/veh 26.3 0.0 27.7 25.5 0.0 26.8 5.4 9.5 5.1 6.5 8.5 8.4 Ln Grp LOS C A C C A C AAAAAA Approach Vol, veh/h 13 50 1472 1196 Approach Delay, s/veh 27.1 26.1 9.3 8.4 Approach LOS C C A A Timer:12345678 Assigned Phs 12345678 Case No 1.1 3.0 1.1 4.0 1.1 4.0 1.1 3.0 Phs Duration (G+Y+Rc), s 5.9 38.5 6.4 6.6 5.2 39.3 5.0 8.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 5.0 34.0 5.0 18.0 5.0 34.0 5.0 18.0 Max Allow Headway (MAH), s 3.7 5.0 3.8 5.7 3.7 5.0 3.9 4.1 Max Q Clear (g_c+l1), s 2.3 17.1 2.9 2.2 2.1 12.8 2.2 2.7 Green Ext Time (g_e), s 0.0 9.3 0.0 0.0 0.0 7.7 0.0 0.0 Prob of Phs Call (p_c) 0.28 1.00 0.37 0.42 0.13 1.00 0.09 0.60 Prob of Max Out (p_x) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Left-Turn Movement Data Assigned Mvmt 1357 Mvmt Sat Flow, veh/h 1781 1781 1781 1781 Through Movement Data Assigned Mvmt 2468 Mvmt Sat Flow, veh/h 3554 0 3611 1870 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1585 1585 31 1585 Left Lane Group Data Assigned Mvmt 10305070 Lane Assignment L (Pr/Pm) L (Pr/Pm) L (Pr/Pm) L (Pr/Pm) 2025 Short Range Total PM Traffic Kellar Engineering 3: US 287 & Suniga Dr 01/04/2022 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE Lanes in Grp 10101010 Grp Vol (v), veh/h 21 0 29 09060 Grp Sat Flow (s), veh/h/ln 1781 0 1781 0 1781 0 1781 0 Q Serve Time (g_s), s 0.3 0.0 0.9 0.0 0.1 0.0 0.2 0.0 Cycle Q Clear Time (g_c), s 0.3 0.0 0.9 0.0 0.1 0.0 0.2 0.0 Perm LT Sat Flow (s_l), veh/h/ln 363 0 1409 0 477 0 1391 0 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 34.0 0.0 2.1 0.0 34.0 0.0 2.1 0.0 Perm LT Serve Time (g_u), s 18.9 0.0 1.8 0.0 24.0 0.0 2.1 0.0 Perm LT Q Serve Time (g_ps), s 0.9 0.0 0.0 0.0 0.2 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 289 0 228 0 346 0 190 0 V/C Ratio (X) 0.07 0.00 0.13 0.00 0.03 0.00 0.03 0.00 Avail Cap (c_a), veh/h 400 0 326 0 480 0 331 0 Upstream Filter (I) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 6.4 0.0 25.3 0.0 5.4 0.0 26.3 0.0 Incr Delay (d2), s/veh 0.1 0.0 0.2 0.0 0.0 0.0 0.1 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 6.5 0.0 25.5 0.0 5.4 0.0 26.3 0.0 1st-Term Q (Q1), veh/ln 0.1 0.0 0.4 0.0 0.0 0.0 0.1 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.1 0.0 0.4 0.0 0.0 0.0 0.1 0.0 %ile Storage Ratio (RQ%) 0.01 0.00 0.03 0.00 0.00 0.00 0.04 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 02040608 Lane Assignment T T T Lanes in Grp 02000101 Grp Vol (v), veh/h 0 1397 0 0 0 573 0 0 Grp Sat Flow (s), veh/h/ln 0 1777 0 0 0 1777 0 1870 Q Serve Time (g_s), s 0.0 15.1 0.0 0.0 0.0 10.8 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 15.1 0.0 0.0 0.0 10.8 0.0 0.0 Lane Grp Cap (c), veh/h 0 2106 0 0 0 1077 0 114 V/C Ratio (X) 0.00 0.66 0.00 0.00 0.00 0.53 0.00 0.00 Avail Cap (c_a), veh/h 0 2106 0 0 0 1077 0 587 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 7.8 0.0 0.0 0.0 6.6 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.7 0.0 0.0 0.0 1.9 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 9.5 0.0 0.0 0.0 8.5 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 3.6 0.0 0.0 0.0 2.5 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.5 0.0 0.0 0.0 0.6 0.0 0.0 2025 Short Range Total PM Traffic Kellar Engineering 3: US 287 & Suniga Dr 01/04/2022 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 4.1 0.0 0.0 0.0 3.1 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.08 0.00 0.00 0.00 0.13 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt 0 12 0 14 0 16 0 18 Lane Assignment R T+R T+R R Lanes in Grp 01010101 Grp Vol (v), veh/h 0 66 0 7 0 602 0 21 Grp Sat Flow (s), veh/h/ln 0 1585 0 1585 0 1865 0 1585 Q Serve Time (g_s), s 0.0 1.0 0.0 0.2 0.0 10.8 0.0 0.7 Cycle Q Clear Time (g_c), s 0.0 1.0 0.0 0.2 0.0 10.8 0.0 0.7 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 1.00 0.00 0.02 0.00 1.00 Lane Grp Cap (c), veh/h 0 939 0 58 0 1130 0 96 V/C Ratio (X) 0.00 0.07 0.00 0.12 0.00 0.53 0.00 0.22 Avail Cap (c_a), veh/h 0 939 0 497 0 1130 0 497 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 5.0 0.0 26.7 0.0 6.6 0.0 25.6 Incr Delay (d2), s/veh 0.0 0.1 0.0 0.9 0.0 1.8 0.0 1.1 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 5.1 0.0 27.7 0.0 8.4 0.0 26.8 1st-Term Q (Q1), veh/ln 0.0 0.2 0.0 0.1 0.0 2.6 0.0 0.3 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.6 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.3 0.0 0.1 0.0 3.2 0.0 0.3 %ile Storage Ratio (RQ%) 0.00 0.03 0.00 0.01 0.00 0.13 0.00 0.05 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 9.3 HCM 6th LOS A 2025 Short Range Total PM Traffic Kellar Engineering 6: US 287 & Vine Dr 01/04/2022 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 160 0 162 0 1308 175 167 991 0 Future Volume (veh/h) 0 0 0 160 0 162 0 1308 175 167 991 0 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 0 0 0 174 0 176 0 1422 190 182 1077 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222220 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 0 295 0 321 0 250 98 2107 940 317 2559 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.00 0.00 0.00 0.16 0.00 0.16 0.00 0.59 0.59 0.07 0.72 0.00 Unsig. Movement Delay Ln Grp Delay, s/veh 0.0 0.0 0.0 31.2 0.0 33.0 0.0 11.9 7.4 13.3 4.6 0.0 Ln Grp LOS A A A C A C ABABAA Approach Vol, veh/h 0 350 1612 1259 Approach Delay, s/veh 0.0 32.1 11.4 5.9 Approach LOS C B A Timer:12345678 Assigned Phs 1 2468 Case No 1.2 5.0 8.0 4.0 7.0 Phs Duration (G+Y+Rc), s 9.4 48.1 16.1 57.5 16.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 8.5 40.0 18.0 53.0 18.0 Max Allow Headway (MAH), s 3.7 4.9 0.0 5.0 4.6 Max Q Clear (g_c+l1), s 4.6 22.0 0.0 11.0 10.7 Green Ext Time (g_e), s 0.2 10.3 0.0 9.2 0.9 Prob of Phs Call (p_c) 0.98 1.00 0.00 1.00 1.00 Prob of Max Out (p_x) 0.89 0.00 0.00 0.00 0.32 Left-Turn Movement Data Assigned Mvmt 1 5 7 3 Mvmt Sat Flow, veh/h 1781 524 0 1418 Through Movement Data Assigned Mvmt 2468 Mvmt Sat Flow, veh/h 3554 1870 3647 0 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1585 0 0 1585 Left Lane Group Data Assigned Mvmt 15070003 Lane Assignment L (Pr/Pm) L L+T 2025 Short Range Total PM Traffic Kellar Engineering 6: US 287 & Vine Dr 01/04/2022 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE Lanes in Grp 11000001 Grp Vol (v), veh/h 182 000000174 Grp Sat Flow (s), veh/h/ln 1781 524 000001418 Q Serve Time (g_s), s 2.6 0.0 0.0 0.0 0.0 0.0 0.0 8.7 Cycle Q Clear Time (g_c), s 2.6 0.0 0.0 0.0 0.0 0.0 0.0 8.7 Perm LT Sat Flow (s_l), veh/h/ln 314 524 000001440 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 45.6 0.0 0.0 0.0 0.0 0.0 0.0 11.6 Perm LT Serve Time (g_u), s 23.6 0.0 0.0 0.0 0.0 0.0 0.0 11.6 Perm LT Q Serve Time (g_ps), s 23.6 0.0 0.0 0.0 0.0 0.0 0.0 8.7 Time to First Blk (g_f), s 0.0 0.0 0.0 11.6 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 317 98 00000321 V/C Ratio (X) 0.57 0.00 0.00 0.00 0.00 0.00 0.00 0.54 Avail Cap (c_a), veh/h 404 98 00000445 Upstream Filter (I) 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 11.6 0.0 0.0 0.0 0.0 0.0 0.0 29.8 Incr Delay (d2), s/veh 1.6 0.0 0.0 0.0 0.0 0.0 0.0 1.4 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 13.3 0.0 0.0 0.0 0.0 0.0 0.0 31.2 1st-Term Q (Q1), veh/ln 1.2 0.0 0.0 0.0 0.0 0.0 0.0 2.8 2nd-Term Q (Q2), veh/ln 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 1.3 0.0 0.0 0.0 0.0 0.0 0.0 3.0 %ile Storage Ratio (RQ%) 0.17 0.00 0.00 0.00 0.00 0.00 0.00 0.09 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 02040608 Lane Assignment T T T Lanes in Grp 02010200 Grp Vol (v), veh/h 0 1422 0 0 0 1077 0 0 Grp Sat Flow (s), veh/h/ln 0 1777 0 1870 0 1777 0 0 Q Serve Time (g_s), s 0.0 20.0 0.0 0.0 0.0 9.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 20.0 0.0 0.0 0.0 9.0 0.0 0.0 Lane Grp Cap (c), veh/h 0 2107 0 295 0 2559 0 0 V/C Ratio (X) 0.00 0.68 0.00 0.00 0.00 0.42 0.00 0.00 Avail Cap (c_a), veh/h 0 2107 0 457 0 2559 0 0 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 10.2 0.0 0.0 0.0 4.1 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.8 0.0 0.0 0.0 0.5 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 11.9 0.0 0.0 0.0 4.6 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 5.9 0.0 0.0 0.0 1.8 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.5 0.0 0.0 0.0 0.2 0.0 0.0 2025 Short Range Total PM Traffic Kellar Engineering 6: US 287 & Vine Dr 01/04/2022 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 6.4 0.0 0.0 0.0 2.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.23 0.00 0.00 0.00 0.04 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt 0 12 0 14 0 16 0 18 Lane Assignment R R Lanes in Grp 01000001 Grp Vol (v), veh/h 0 190 00000176 Grp Sat Flow (s), veh/h/ln 0 1585 000001585 Q Serve Time (g_s), s 0.0 4.1 0.0 0.0 0.0 0.0 0.0 7.7 Cycle Q Clear Time (g_c), s 0.0 4.1 0.0 0.0 0.0 0.0 0.0 7.7 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 940 00000250 V/C Ratio (X) 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.71 Avail Cap (c_a), veh/h 0 940 00000388 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 6.9 0.0 0.0 0.0 0.0 0.0 29.4 Incr Delay (d2), s/veh 0.0 0.5 0.0 0.0 0.0 0.0 0.0 3.6 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 7.4 0.0 0.0 0.0 0.0 0.0 33.0 1st-Term Q (Q1), veh/ln 0.0 1.1 0.0 0.0 0.0 0.0 0.0 2.8 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.3 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.2 0.0 0.0 0.0 0.0 0.0 3.1 %ile Storage Ratio (RQ%) 0.00 0.11 0.00 0.00 0.00 0.00 0.00 0.09 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 11.5 HCM 6th LOS B 2025 Short Range Total PM Traffic Kellar Engineering 8: Jerome St & Suniga Dr 01/04/2022 HCM 6th TWSC Synchro 11 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 3.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 53 17 5 35 2 25 0 11 13 0 17 Future Vol, veh/h 0 53 17 5 35 2 25 0 11 13 0 17 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 80 - - 170 ----5050-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 62 20 6 41 2 29 0 13 15 0 20 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 43 0 0 82 0 0 105 127 41 85 136 22 Stage 1 ------7272-5454- Stage 2 ------3355-3182- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1564 - - 1513 - - 864 763 1021 892 754 1050 Stage 1 ------929834-952849- Stage 2 ------979848-981826- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1564 - - 1513 - - 845 760 1021 878 751 1050 Mov Cap-2 Maneuver ------845760-878751- Stage 1 ------929834-952846- Stage 2 ------957845-969826- Approach EB WB NB SB HCM Control Delay, s 0 0.9 9.2 8.8 HCM LOS A A Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h) 845 1021 1564 - - 1513 - - 878 1050 HCM Lane V/C Ratio 0.035 0.013 - - - 0.004 - - 0.017 0.019 HCM Control Delay (s) 9.4 8.6 0 - - 7.4 - - 9.2 8.5 HCM Lane LOS A A A - - A - - A A HCM 95th %tile Q(veh) 0.1 0 0 - - 0 - - 0.1 0.1 2025 Short Range Total PM Traffic Kellar Engineering 9: Vine Dr & Jerome St 01/04/2022 HCM 6th TWSC Synchro 11 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 1.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 55 286 314 9 8 61 Future Vol, veh/h 55 286 314 9 8 61 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 120 - 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 65 336 369 11 9 72 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 380 0 - 0 841 375 Stage 1 - - - - 375 - Stage 2 - - - - 466 - 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 1178 - - - 335 671 Stage 1 - - - - 695 - Stage 2 - - - - 632 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1178 - - - 312 671 Mov Cap-2 Maneuver - - - - 312 - Stage 1 - - - - 648 - Stage 2 - - - - 632 - Approach EB WB SB HCM Control Delay, s 1.3 0 11.7 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h) 1178 - - - 312 671 HCM Lane V/C Ratio 0.055 - - - 0.03 0.107 HCM Control Delay (s) 8.2 0 - - 16.9 11 HCM Lane LOS A A - - C B HCM 95th %tile Q(veh) 0.2 - - - 0.1 0.4 2025 Short Range Total PM Traffic Kellar Engineering 12: Jerome St & Access #1/Cajetan St 01/04/2022 HCM 6th TWSC Synchro 11 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 0 1 10 0 8 7 28 14 5 22 4 Future Vol, veh/h 2 0 1 10 0 8 7 28 14 5 22 4 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 50 - - 50 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 2 0 1 12 0 9 8 33 16 6 26 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 103 106 29 98 100 41 31 0 0 49 0 0 Stage 1 41 41 - 57 57 ------- Stage 2 62 65 - 41 43 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 877 784 1046 884 790 1030 1582 - - 1558 - - Stage 1 974 861 - 955 847 ------- Stage 2 949 841 - 974 859 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 863 777 1046 877 783 1030 1582 - - 1558 - - Mov Cap-2 Maneuver 863 777 - 877 783 ------- Stage 1 969 858 - 950 843 ------- Stage 2 936 837 - 969 856 ------- Approach EB WB NB SB HCM Control Delay, s 8.9 8.9 1 1.2 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1582 - - 863 1046 877 1030 1558 - - HCM Lane V/C Ratio 0.005 - - 0.003 0.001 0.013 0.009 0.004 - - HCM Control Delay (s) 7.3 0 - 9.2 8.4 9.2 8.5 7.3 0 - HCM Lane LOS A A -AAAAAA - HCM 95th %tile Q(veh) 0 - -00000-- 2025 Short Range Total PM Traffic Kellar Engineering 15: Jerome St & Access #2/Pascal St 01/04/2022 HCM 6th TWSC Synchro 11 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 10 9 0 7 11 48 12 6 25 3 Future Vol, veh/h 1 0 10 9 0 7 11 48 12 6 25 3 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 50 - - 50 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 1 0 12 11 0 8 13 56 14 7 29 4 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 138 141 31 140 136 63 33 0 0 70 0 0 Stage 1 45 45 - 89 89 ------- Stage 2 93 96 - 51 47 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 833 750 1043 830 755 1002 1579 - - 1531 - - Stage 1 969 857 - 918 821 ------- Stage 2 914 815 - 962 856 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 817 740 1043 812 744 1002 1579 - - 1531 - - Mov Cap-2 Maneuver 817 740 - 812 744 ------- Stage 1 960 853 - 910 814 ------- Stage 2 898 808 - 946 852 ------- Approach EB WB NB SB HCM Control Delay, s 8.6 9.1 1.1 1.3 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1579 - - 817 1043 812 1002 1531 - - HCM Lane V/C Ratio 0.008 - - 0.001 0.011 0.013 0.008 0.005 - - HCM Control Delay (s) 7.3 0 - 9.4 8.5 9.5 8.6 7.4 0 - HCM Lane LOS A A -AAAAAA - HCM 95th %tile Q(veh) 0 - -00000-- 2040 Background AM Traffic Kellar Engineering 3: US 287 & Suniga Dr 10/25/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 2 18 0 16 9 1232 27 13 1418 2 Future Volume (veh/h) 0 0 2 18 0 16 9 1232 27 13 1418 2 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 0 2 19 0 17 9 1297 28 14 1493 2 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 Percent Heavy Veh, %222222222222 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 127 0 34 162 191 162 293 2505 1117 345 2586 3 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.00 0.00 0.02 0.02 0.00 0.10 0.01 0.70 0.70 0.02 0.71 0.71 Unsig. Movement Delay Ln Grp Delay, s/veh 0.0 0.0 37.4 33.9 0.0 31.5 4.7 6.0 3.4 4.2 7.4 7.3 Ln Grp LOS A A D C A C AAAAAA Approach Vol, veh/h 2 36 1334 1509 Approach Delay, s/veh 37.4 32.8 6.0 7.3 Approach LOS D C A A Timer:12345678 Assigned Phs 12345678 Case No 1.1 3.0 1.1 4.0 1.1 4.0 1.1 3.0 Phs Duration (G+Y+Rc), s 5.8 58.5 6.2 6.2 5.4 58.9 0.0 12.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 5.0 54.0 5.0 18.0 5.0 54.0 5.0 18.0 Max Allow Headway (MAH), s 3.7 5.0 3.8 5.7 3.7 5.0 0.0 4.1 Max Q Clear (g_c+l1), s 2.2 15.0 2.8 2.1 2.1 17.4 0.0 2.7 Green Ext Time (g_e), s 0.0 12.2 0.0 0.0 0.0 13.4 0.0 0.0 Prob of Phs Call (p_c) 0.26 1.00 0.33 0.33 0.17 1.00 0.00 0.55 Prob of Max Out (p_x) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 Left-Turn Movement Data Assigned Mvmt 1357 Mvmt Sat Flow, veh/h 1781 1781 1781 1781 Through Movement Data Assigned Mvmt 2468 Mvmt Sat Flow, veh/h 3554 0 3641 1870 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1585 1585 5 1585 Left Lane Group Data Assigned Mvmt 10305070 Lane Assignment L (Pr/Pm) L (Pr/Pm) L (Pr/Pm) L (Pr/Pm) 2040 Background AM Traffic Kellar Engineering 3: US 287 & Suniga Dr 10/25/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE Lanes in Grp 10101010 Grp Vol (v), veh/h 14 0 19 09000 Grp Sat Flow (s), veh/h/ln 1781 0 1781 0 1781 0 1781 0 Q Serve Time (g_s), s 0.2 0.0 0.8 0.0 0.1 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.2 0.0 0.8 0.0 0.1 0.0 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 414 0 1415 0 352 0 1396 0 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 54.0 0.0 3.7 0.0 54.0 0.0 1.7 0.0 Perm LT Serve Time (g_u), s 41.0 0.0 1.6 0.0 39.0 0.0 1.7 0.0 Perm LT Q Serve Time (g_ps), s 0.5 0.0 0.0 0.0 0.4 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 345 0 162 0 293 0 127 0 V/C Ratio (X) 0.04 0.00 0.12 0.00 0.03 0.00 0.00 0.00 Avail Cap (c_a), veh/h 432 0 239 0 389 0 241 0 Upstream Filter (I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 4.1 0.0 33.6 0.0 4.6 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.3 0.0 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 4.2 0.0 33.9 0.0 4.7 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.3 0.0 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.3 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.03 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 02040608 Lane Assignment T T T Lanes in Grp 02000101 Grp Vol (v), veh/h 0 1297 0 0 0 728 0 0 Grp Sat Flow (s), veh/h/ln 0 1777 0 0 0 1777 0 1870 Q Serve Time (g_s), s 0.0 13.0 0.0 0.0 0.0 15.4 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 13.0 0.0 0.0 0.0 15.4 0.0 0.0 Lane Grp Cap (c), veh/h 0 2505 0 0 0 1262 0 191 V/C Ratio (X) 0.00 0.52 0.00 0.00 0.00 0.58 0.00 0.00 Avail Cap (c_a), veh/h 0 2505 0 0 0 1262 0 439 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 5.3 0.0 0.0 0.0 5.4 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.8 0.0 0.0 0.0 1.9 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 6.0 0.0 0.0 0.0 7.4 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 3.0 0.0 0.0 0.0 3.5 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.3 0.0 0.0 0.0 0.7 0.0 0.0 2040 Background AM Traffic Kellar Engineering 3: US 287 & Suniga Dr 10/25/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 3.3 0.0 0.0 0.0 4.1 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.06 0.00 0.00 0.00 0.17 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt 0 12 0 14 0 16 0 18 Lane Assignment R T+R T+R R Lanes in Grp 01010101 Grp Vol (v), veh/h 0 28 0 2 0 767 0 17 Grp Sat Flow (s), veh/h/ln 0 1585 0 1585 0 1869 0 1585 Q Serve Time (g_s), s 0.0 0.4 0.0 0.1 0.0 15.4 0.0 0.7 Cycle Q Clear Time (g_c), s 0.0 0.4 0.0 0.1 0.0 15.4 0.0 0.7 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 1117 0 34 0 1328 0 162 V/C Ratio (X) 0.00 0.03 0.00 0.06 0.00 0.58 0.00 0.10 Avail Cap (c_a), veh/h 0 1117 0 372 0 1328 0 372 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 3.4 0.0 36.7 0.0 5.5 0.0 31.2 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.7 0.0 1.8 0.0 0.3 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 3.4 0.0 37.4 0.0 7.3 0.0 31.5 1st-Term Q (Q1), veh/ln 0.0 0.1 0.0 0.0 0.0 3.6 0.0 0.3 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.7 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.1 0.0 0.0 0.0 4.3 0.0 0.3 %ile Storage Ratio (RQ%) 0.00 0.01 0.00 0.00 0.00 0.18 0.00 0.05 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 7.0 HCM 6th LOS A 2040 Background AM Traffic Kellar Engineering 6: US 287 & Vine Dr 10/25/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 292 0 181 0 1003 132 234 1735 0 Future Volume (veh/h) 0 0 0 292 0 181 0 1003 132 234 1735 0 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 0 0 0 307 0 191 0 1056 139 246 1826 0 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 Percent Heavy Veh, %222222222220 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 0 461 0 426 0 391 77 1866 832 379 2336 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.00 0.00 0.00 0.25 0.00 0.25 0.00 0.52 0.52 0.08 0.66 0.00 Unsig. Movement Delay Ln Grp Delay, s/veh 0.0 0.0 0.0 37.6 0.0 31.1 0.0 16.3 12.0 14.2 14.0 0.0 Ln Grp LOS A A A D A C ABBBBA Approach Vol, veh/h 0 498 1195 2072 Approach Delay, s/veh 0.0 35.1 15.8 14.0 Approach LOS D B B Timer:12345678 Assigned Phs 1 2468 Case No 1.2 5.0 8.0 4.0 7.0 Phs Duration (G+Y+Rc), s 12.4 53.6 27.6 66.0 27.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 13.5 43.5 29.5 61.5 29.5 Max Allow Headway (MAH), s 3.7 4.9 0.0 5.0 4.8 Max Q Clear (g_c+l1), s 7.5 20.8 0.0 35.9 21.5 Green Ext Time (g_e), s 0.3 8.1 0.0 16.1 1.6 Prob of Phs Call (p_c) 1.00 1.00 0.00 1.00 1.00 Prob of Max Out (p_x) 0.20 0.00 0.00 0.00 0.38 Left-Turn Movement Data Assigned Mvmt 1 5 7 3 Mvmt Sat Flow, veh/h 1781 255 0 1418 Through Movement Data Assigned Mvmt 2468 Mvmt Sat Flow, veh/h 3554 1870 3647 0 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1585 0 0 1585 Left Lane Group Data Assigned Mvmt 15070003 Lane Assignment L (Pr/Pm) L L+T 2040 Background AM Traffic Kellar Engineering 6: US 287 & Vine Dr 10/25/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE Lanes in Grp 11000001 Grp Vol (v), veh/h 246 000000307 Grp Sat Flow (s), veh/h/ln 1781 255 000001418 Q Serve Time (g_s), s 5.5 0.0 0.0 0.0 0.0 0.0 0.0 19.5 Cycle Q Clear Time (g_c), s 5.5 0.0 0.0 0.0 0.0 0.0 0.0 19.5 Perm LT Sat Flow (s_l), veh/h/ln 468 255 000001440 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 51.1 0.0 0.0 0.0 0.0 0.0 0.0 23.1 Perm LT Serve Time (g_u), s 30.3 0.0 0.0 0.0 0.0 0.0 0.0 23.1 Perm LT Q Serve Time (g_ps), s 23.0 0.0 0.0 0.0 0.0 0.0 0.0 19.5 Time to First Blk (g_f), s 0.0 0.0 0.0 23.1 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 379 77 00000426 V/C Ratio (X) 0.65 0.00 0.00 0.00 0.00 0.00 0.00 0.72 Avail Cap (c_a), veh/h 486 77 00000524 Upstream Filter (I) 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 12.3 0.0 0.0 0.0 0.0 0.0 0.0 33.9 Incr Delay (d2), s/veh 2.0 0.0 0.0 0.0 0.0 0.0 0.0 3.7 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 14.2 0.0 0.0 0.0 0.0 0.0 0.0 37.6 1st-Term Q (Q1), veh/ln 1.8 0.0 0.0 0.0 0.0 0.0 0.0 6.5 2nd-Term Q (Q2), veh/ln 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.4 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 2.0 0.0 0.0 0.0 0.0 0.0 0.0 7.0 %ile Storage Ratio (RQ%) 0.25 0.00 0.00 0.00 0.00 0.00 0.00 0.20 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 02040608 Lane Assignment T T T Lanes in Grp 02010200 Grp Vol (v), veh/h 0 1056 0 0 0 1826 0 0 Grp Sat Flow (s), veh/h/ln 0 1777 0 1870 0 1777 0 0 Q Serve Time (g_s), s 0.0 18.8 0.0 0.0 0.0 33.9 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 18.8 0.0 0.0 0.0 33.9 0.0 0.0 Lane Grp Cap (c), veh/h 0 1866 0 461 0 2336 0 0 V/C Ratio (X) 0.00 0.57 0.00 0.00 0.00 0.78 0.00 0.00 Avail Cap (c_a), veh/h 0 1866 0 590 0 2336 0 0 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 15.0 0.0 0.0 0.0 11.3 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.3 0.0 0.0 0.0 2.7 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 16.3 0.0 0.0 0.0 14.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 6.8 0.0 0.0 0.0 10.5 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.3 0.0 0.0 0.0 0.9 0.0 0.0 2040 Background AM Traffic Kellar Engineering 6: US 287 & Vine Dr 10/25/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 7.1 0.0 0.0 0.0 11.3 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.25 0.00 0.00 0.00 0.21 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt 0 12 0 14 0 16 0 18 Lane Assignment R R Lanes in Grp 01000001 Grp Vol (v), veh/h 0 139 00000191 Grp Sat Flow (s), veh/h/ln 0 1585 000001585 Q Serve Time (g_s), s 0.0 4.3 0.0 0.0 0.0 0.0 0.0 9.7 Cycle Q Clear Time (g_c), s 0.0 4.3 0.0 0.0 0.0 0.0 0.0 9.7 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 832 00000391 V/C Ratio (X) 0.00 0.17 0.00 0.00 0.00 0.00 0.00 0.49 Avail Cap (c_a), veh/h 0 832 00000500 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 11.6 0.0 0.0 0.0 0.0 0.0 30.2 Incr Delay (d2), s/veh 0.0 0.4 0.0 0.0 0.0 0.0 0.0 0.9 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 12.0 0.0 0.0 0.0 0.0 0.0 31.1 1st-Term Q (Q1), veh/ln 0.0 1.4 0.0 0.0 0.0 0.0 0.0 3.6 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.5 0.0 0.0 0.0 0.0 0.0 3.7 %ile Storage Ratio (RQ%) 0.00 0.14 0.00 0.00 0.00 0.00 0.00 0.11 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 17.4 HCM 6th LOS B 2040 Background AM Traffic Kellar Engineering 8: Jerome St & Suniga Dr 10/26/2020 HCM 6th TWSC Synchro 11 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 5.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 29 5 11 14 2 33 0 13 18 0 22 Future Vol, veh/h 2 29 5 11 14 2 33 0 13 18 0 22 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 80 - - 170 ----5050-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 2 34 6 13 16 2 39 0 15 21 0 26 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 18 0 0 40 0 0 75 85 20 64 87 9 Stage 1 ------4141-4343- Stage 2 ------3444-2144- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1597 - - 1568 - - 906 804 1053 923 802 1070 Stage 1 ------968860-966858- Stage 2 ------978858-995858- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1597 - - 1568 - - 878 797 1053 903 795 1070 Mov Cap-2 Maneuver ------878797-903795- Stage 1 ------967859-965851- Stage 2 ------946851-979857- Approach EB WB NB SB HCM Control Delay, s 0.4 3 9.1 8.7 HCM LOS A A Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h) 878 1053 1597 - - 1568 - - 903 1070 HCM Lane V/C Ratio 0.044 0.015 0.001 - - 0.008 - - 0.023 0.024 HCM Control Delay (s) 9.3 8.5 7.3 - - 7.3 - - 9.1 8.4 HCM Lane LOS A A A - - A - - A A HCM 95th %tile Q(veh) 0.1 0 0 - - 0 - - 0.1 0.1 2040 Background AM Traffic Kellar Engineering 9: Vine Dr & Jerome St 10/26/2020 HCM 6th TWSC Synchro 11 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 1.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 27 339 469 4 13 85 Future Vol, veh/h 27 339 469 4 13 85 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 120 - 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 32 399 552 5 15 100 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 557 0 - 0 1018 555 Stage 1 - - - - 555 - Stage 2 - - - - 463 - 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 1014 - - - 263 531 Stage 1 - - - - 575 - Stage 2 - - - - 634 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1014 - - - 252 531 Mov Cap-2 Maneuver - - - - 252 - Stage 1 - - - - 551 - Stage 2 - - - - 634 - Approach EB WB SB HCM Control Delay, s 0.6 0 14.2 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h) 1014 - - - 252 531 HCM Lane V/C Ratio 0.031 - - - 0.061 0.188 HCM Control Delay (s) 8.7 0 - - 20.2 13.3 HCM Lane LOS A A - - C B HCM 95th %tile Q(veh) 0.1 - - - 0.2 0.7 2040 Background PM Traffic Kellar Engineering 3: US 287 & Suniga Dr 10/25/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 9 0 11 43 0 31 13 2154 98 25 1793 14 Future Volume (veh/h) 9 0 11 43 0 31 13 2154 98 25 1793 14 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 9 0 12 45 0 33 14 2267 103 26 1887 15 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 Percent Heavy Veh, %222222222222 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 133 0 57 164 110 93 207 2650 1182 152 2727 22 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.01 0.00 0.04 0.03 0.00 0.06 0.02 0.75 0.75 0.02 0.75 0.75 Unsig. Movement Delay Ln Grp Delay, s/veh 51.6 0.0 54.5 50.9 0.0 53.2 7.4 13.9 4.0 17.2 10.0 9.9 Ln Grp LOS D A D D A D ABABBA Approach Vol, veh/h 21 78 2384 1928 Approach Delay, s/veh 53.3 51.9 13.4 10.1 Approach LOS D D B B Timer:12345678 Assigned Phs 12345678 Case No 1.1 3.0 1.1 4.0 1.1 4.0 1.1 3.0 Phs Duration (G+Y+Rc), s 7.3 88.5 8.3 8.6 6.3 89.5 5.7 11.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 5.0 84.0 5.0 18.0 5.0 84.0 5.0 18.0 Max Allow Headway (MAH), s 3.7 5.0 3.8 5.7 3.7 5.0 3.9 4.1 Max Q Clear (g_c+l1), s 2.4 52.5 4.7 2.8 2.2 32.3 2.5 4.3 Green Ext Time (g_e), s 0.0 24.3 0.0 0.0 0.0 24.1 0.0 0.0 Prob of Phs Call (p_c) 0.56 1.00 0.76 0.82 0.35 1.00 0.25 0.94 Prob of Max Out (p_x) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Left-Turn Movement Data Assigned Mvmt 1357 Mvmt Sat Flow, veh/h 1781 1781 1781 1781 Through Movement Data Assigned Mvmt 2468 Mvmt Sat Flow, veh/h 3554 0 3613 1870 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1585 1585 29 1585 Left Lane Group Data Assigned Mvmt 10305070 Lane Assignment L (Pr/Pm) L (Pr/Pm) L (Pr/Pm) L (Pr/Pm) 2040 Background PM Traffic Kellar Engineering 3: US 287 & Suniga Dr 10/25/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE Lanes in Grp 10101010 Grp Vol (v), veh/h 26 0 45 0 14 0 9 0 Grp Sat Flow (s), veh/h/ln 1781 0 1781 0 1781 0 1781 0 Q Serve Time (g_s), s 0.4 0.0 2.7 0.0 0.2 0.0 0.5 0.0 Cycle Q Clear Time (g_c), s 0.4 0.0 2.7 0.0 0.2 0.0 0.5 0.0 Perm LT Sat Flow (s_l), veh/h/ln 149 0 1402 0 237 0 1376 0 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 84.0 0.0 4.1 0.0 84.0 0.0 4.1 0.0 Perm LT Serve Time (g_u), s 33.5 0.0 3.2 0.0 54.7 0.0 4.1 0.0 Perm LT Q Serve Time (g_ps), s 10.6 0.0 0.0 0.0 1.8 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 152 0 164 0 207 0 133 0 V/C Ratio (X) 0.17 0.00 0.27 0.00 0.07 0.00 0.07 0.00 Avail Cap (c_a), veh/h 187 0 183 0 258 0 193 0 Upstream Filter (I) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 16.7 0.0 50.0 0.0 7.3 0.0 51.4 0.0 Incr Delay (d2), s/veh 0.5 0.0 0.9 0.0 0.1 0.0 0.2 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 17.2 0.0 50.9 0.0 7.4 0.0 51.6 0.0 1st-Term Q (Q1), veh/ln 0.3 0.0 1.2 0.0 0.1 0.0 0.2 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.4 0.0 1.2 0.0 0.1 0.0 0.3 0.0 %ile Storage Ratio (RQ%) 0.03 0.00 0.09 0.00 0.01 0.00 0.13 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 02040608 Lane Assignment T T T Lanes in Grp 02000101 Grp Vol (v), veh/h 0 2267 0 0 0 927 0 0 Grp Sat Flow (s), veh/h/ln 0 1777 0 0 0 1777 0 1870 Q Serve Time (g_s), s 0.0 50.5 0.0 0.0 0.0 30.1 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 50.5 0.0 0.0 0.0 30.1 0.0 0.0 Lane Grp Cap (c), veh/h 0 2650 0 0 0 1341 0 110 V/C Ratio (X) 0.00 0.86 0.00 0.00 0.00 0.69 0.00 0.00 Avail Cap (c_a), veh/h 0 2650 0 0 0 1341 0 299 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 10.1 0.0 0.0 0.0 7.1 0.0 0.0 Incr Delay (d2), s/veh 0.0 3.8 0.0 0.0 0.0 2.9 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 13.9 0.0 0.0 0.0 10.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 14.5 0.0 0.0 0.0 8.4 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 1.4 0.0 0.0 0.0 1.1 0.0 0.0 2040 Background PM Traffic Kellar Engineering 3: US 287 & Suniga Dr 10/25/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 15.9 0.0 0.0 0.0 9.5 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.30 0.00 0.00 0.00 0.39 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt 0 12 0 14 0 16 0 18 Lane Assignment R T+R T+R R Lanes in Grp 01010101 Grp Vol (v), veh/h 0 103 0 12 0 975 0 33 Grp Sat Flow (s), veh/h/ln 0 1585 0 1585 0 1865 0 1585 Q Serve Time (g_s), s 0.0 2.0 0.0 0.8 0.0 30.3 0.0 2.3 Cycle Q Clear Time (g_c), s 0.0 2.0 0.0 0.8 0.0 30.3 0.0 2.3 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 1.00 0.00 0.02 0.00 1.00 Lane Grp Cap (c), veh/h 0 1182 0 57 0 1408 0 93 V/C Ratio (X) 0.00 0.09 0.00 0.21 0.00 0.69 0.00 0.35 Avail Cap (c_a), veh/h 0 1182 0 253 0 1408 0 253 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 3.9 0.0 52.7 0.0 7.1 0.0 50.9 Incr Delay (d2), s/veh 0.0 0.1 0.0 1.8 0.0 2.8 0.0 2.3 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 4.0 0.0 54.5 0.0 9.9 0.0 53.2 1st-Term Q (Q1), veh/ln 0.0 0.6 0.0 0.3 0.0 8.9 0.0 0.9 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 1.1 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.6 0.0 0.4 0.0 10.0 0.0 1.0 %ile Storage Ratio (RQ%) 0.00 0.06 0.00 0.03 0.00 0.41 0.00 0.17 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 12.8 HCM 6th LOS B 2040 Background PM Traffic Kellar Engineering 6: US 287 & Vine Dr 10/25/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 255 0 263 0 2143 272 270 1627 0 Future Volume (veh/h) 0 0 0 255 0 263 0 2143 272 270 1627 0 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 0 0 0 268 0 277 0 2256 286 284 1713 0 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 Percent Heavy Veh, %222222222220 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 0 332 0 312 0 281 60 2111 942 266 2656 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.00 0.00 0.00 0.18 0.00 0.18 0.00 0.59 0.59 0.12 0.75 0.00 Unsig. Movement Delay Ln Grp Delay, s/veh 0.0 0.0 0.0 70.8 0.0 98.4 0.0 65.2 12.9 117.9 8.6 0.0 Ln Grp LOS AAAEAFAFBFAA Approach Vol, veh/h 0 545 2542 1997 Approach Delay, s/veh 0.0 84.8 59.3 24.1 Approach LOS F E C Timer:12345678 Assigned Phs 1 2468 Case No 1.2 5.0 8.0 4.0 7.0 Phs Duration (G+Y+Rc), s 18.4 75.8 25.8 94.2 25.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 13.9 71.3 21.3 89.7 21.3 Max Allow Headway (MAH), s 3.7 4.9 0.0 5.0 4.6 Max Q Clear (g_c+l1), s 15.9 73.3 0.0 30.2 23.3 Green Ext Time (g_e), s 0.0 0.0 0.0 21.8 0.0 Prob of Phs Call (p_c) 1.00 1.00 0.00 1.00 1.00 Prob of Max Out (p_x) 1.00 0.00 0.00 0.00 1.00 Left-Turn Movement Data Assigned Mvmt 1 5 7 3 Mvmt Sat Flow, veh/h 1781 285 0 1418 Through Movement Data Assigned Mvmt 2468 Mvmt Sat Flow, veh/h 3554 1870 3647 0 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1585 0 0 1585 Left Lane Group Data Assigned Mvmt 15070003 Lane Assignment L (Pr/Pm) L L+T 2040 Background PM Traffic Kellar Engineering 6: US 287 & Vine Dr 10/25/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE Lanes in Grp 11000001 Grp Vol (v), veh/h 284 000000268 Grp Sat Flow (s), veh/h/ln 1781 285 000001418 Q Serve Time (g_s), s 13.9 0.0 0.0 0.0 0.0 0.0 0.0 21.3 Cycle Q Clear Time (g_c), s 13.9 0.0 0.0 0.0 0.0 0.0 0.0 21.3 Perm LT Sat Flow (s_l), veh/h/ln 126 285 000001440 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 73.3 0.0 0.0 0.0 0.0 0.0 0.0 21.3 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 21.3 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 21.3 Time to First Blk (g_f), s 0.0 0.0 0.0 21.3 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 266 60 00000312 V/C Ratio (X) 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.86 Avail Cap (c_a), veh/h 266 60 00000312 Upstream Filter (I) 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 44.1 0.0 0.0 0.0 0.0 0.0 0.0 50.0 Incr Delay (d2), s/veh 73.8 0.0 0.0 0.0 0.0 0.0 0.0 20.8 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 117.9 0.0 0.0 0.0 0.0 0.0 0.0 70.8 1st-Term Q (Q1), veh/ln 7.8 0.0 0.0 0.0 0.0 0.0 0.0 8.1 2nd-Term Q (Q2), veh/ln 5.5 0.0 0.0 0.0 0.0 0.0 0.0 1.8 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 13.3 0.0 0.0 0.0 0.0 0.0 0.0 9.9 %ile Storage Ratio (RQ%) 1.65 0.00 0.00 0.00 0.00 0.00 0.00 0.28 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 4.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 02040608 Lane Assignment T T T Lanes in Grp 02010200 Grp Vol (v), veh/h 0 2256 0 0 0 1713 0 0 Grp Sat Flow (s), veh/h/ln 0 1777 0 1870 0 1777 0 0 Q Serve Time (g_s), s 0.0 71.3 0.0 0.0 0.0 28.2 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 71.3 0.0 0.0 0.0 28.2 0.0 0.0 Lane Grp Cap (c), veh/h 0 2111 0 332 0 2656 0 0 V/C Ratio (X) 0.00 1.07 0.00 0.00 0.00 0.64 0.00 0.00 Avail Cap (c_a), veh/h 0 2111 0 332 0 2656 0 0 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 24.3 0.0 0.0 0.0 7.4 0.0 0.0 Incr Delay (d2), s/veh 0.0 40.8 0.0 0.0 0.0 1.2 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 65.2 0.0 0.0 0.0 8.6 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 26.5 0.0 0.0 0.0 8.4 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 12.0 0.0 0.0 0.0 0.5 0.0 0.0 2040 Background PM Traffic Kellar Engineering 6: US 287 & Vine Dr 10/25/2020 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 38.5 0.0 0.0 0.0 8.9 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 1.36 0.00 0.00 0.00 0.17 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 36.1 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt 0 12 0 14 0 16 0 18 Lane Assignment R R Lanes in Grp 01000001 Grp Vol (v), veh/h 0 286 00000277 Grp Sat Flow (s), veh/h/ln 0 1585 000001585 Q Serve Time (g_s), s 0.0 10.7 0.0 0.0 0.0 0.0 0.0 20.9 Cycle Q Clear Time (g_c), s 0.0 10.7 0.0 0.0 0.0 0.0 0.0 20.9 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 942 00000281 V/C Ratio (X) 0.00 0.30 0.00 0.00 0.00 0.00 0.00 0.98 Avail Cap (c_a), veh/h 0 942 00000281 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 12.1 0.0 0.0 0.0 0.0 0.0 49.2 Incr Delay (d2), s/veh 0.0 0.8 0.0 0.0 0.0 0.0 0.0 49.2 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 12.9 0.0 0.0 0.0 0.0 0.0 98.4 1st-Term Q (Q1), veh/ln 0.0 3.5 0.0 0.0 0.0 0.0 0.0 8.2 2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.0 0.0 0.0 0.0 3.8 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 3.8 0.0 0.0 0.0 0.0 0.0 12.1 %ile Storage Ratio (RQ%) 0.00 0.35 0.00 0.00 0.00 0.00 0.00 0.35 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 48.2 HCM 6th LOS D 2040 Background PM Traffic Kellar Engineering 8: Jerome St & Suniga Dr 10/26/2020 HCM 6th TWSC Synchro 11 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 3.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 87 16 7 58 4 38 0 16 22 0 27 Future Vol, veh/h 0 87 16 7 58 4 38 0 16 22 0 27 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 80 - - 170 ----5050-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 95 17 8 63 4 41 0 17 24 0 29 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 67 0 0 112 0 0 152 187 56 129 193 34 Stage 1 ------104104-8181- Stage 2 ------4883-48112- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1533 - - 1475 - - 801 706 999 831 701 1032 Stage 1 ------890808-918827- Stage 2 ------959825-959802- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1533 - - 1475 - - 775 702 999 814 697 1032 Mov Cap-2 Maneuver ------775702-814697- Stage 1 ------890808-918823- Stage 2 ------927821-942802- Approach EB WB NB SB HCM Control Delay, s 0 0.8 9.5 9 HCM LOS A A Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h) 775 999 1533 - - 1475 - - 814 1032 HCM Lane V/C Ratio 0.053 0.017 - - - 0.005 - - 0.029 0.028 HCM Control Delay (s) 9.9 8.7 0 - - 7.5 - - 9.6 8.6 HCM Lane LOS A A A - - A - - A A HCM 95th %tile Q(veh) 0.2 0.1 0 - - 0 - - 0.1 0.1 2040 Background PM Traffic Kellar Engineering 9: Vine Dr & Jerome St 10/26/2020 HCM 6th TWSC Synchro 11 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 1.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 72 469 514 4 5 91 Future Vol, veh/h 72 469 514 4 5 91 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 120 - 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 76 494 541 4 5 96 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 545 0 - 0 1189 543 Stage 1 - - - - 543 - Stage 2 - - - - 646 - 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 1024 - - - 208 540 Stage 1 - - - - 582 - Stage 2 - - - - 522 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1024 - - - 187 540 Mov Cap-2 Maneuver - - - - 187 - Stage 1 - - - - 523 - Stage 2 - - - - 522 - Approach EB WB SB HCM Control Delay, s 1.2 0 13.7 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h) 1024 - - - 187 540 HCM Lane V/C Ratio 0.074 - - - 0.028 0.177 HCM Control Delay (s) 8.8 0 - - 24.8 13.1 HCM Lane LOS A A - - C B HCM 95th %tile Q(veh) 0.2 - - - 0.1 0.6 2040 Long Range Total AM Traffic Kellar Engineering 3: US 287 & Suniga Dr 01/04/2022 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 2 68 0 45 9 1232 28 17 1419 2 Future Volume (veh/h) 0 0 2 68 0 45 9 1232 28 17 1419 2 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 0 2 72 0 47 9 1297 29 18 1494 2 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 Percent Heavy Veh, %222222222222 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 148 0 65 234 275 233 267 2365 1055 321 2457 3 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.00 0.00 0.04 0.05 0.00 0.15 0.01 0.67 0.67 0.02 0.67 0.67 Unsig. Movement Delay Ln Grp Delay, s/veh 0.0 0.0 37.3 33.6 0.0 30.7 6.2 8.0 4.7 5.7 9.5 9.4 Ln Grp LOS A A D C A C AAAAAA Approach Vol, veh/h 2 119 1335 1514 Approach Delay, s/veh 37.3 32.5 8.0 9.4 Approach LOS D C A A Timer:12345678 Assigned Phs 12345678 Case No 1.1 3.0 1.1 4.0 1.1 4.0 1.1 3.0 Phs Duration (G+Y+Rc), s 6.2 58.2 8.5 7.8 5.4 58.9 0.0 16.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 5.0 53.7 5.3 18.0 5.0 53.7 5.0 18.3 Max Allow Headway (MAH), s 3.7 5.0 3.8 5.7 3.7 5.0 0.0 4.1 Max Q Clear (g_c+l1), s 2.3 17.5 5.0 2.1 2.1 20.3 0.0 4.1 Green Ext Time (g_e), s 0.0 11.9 0.0 0.0 0.0 13.0 0.0 0.1 Prob of Phs Call (p_c) 0.33 1.00 0.80 0.67 0.18 1.00 0.00 0.93 Prob of Max Out (p_x) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 Left-Turn Movement Data Assigned Mvmt 1357 Mvmt Sat Flow, veh/h 1781 1781 1781 1781 Through Movement Data Assigned Mvmt 2468 Mvmt Sat Flow, veh/h 3554 0 3641 1870 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1585 1585 5 1585 Left Lane Group Data Assigned Mvmt 10305070 Lane Assignment L (Pr/Pm) L (Pr/Pm) L (Pr/Pm) L (Pr/Pm) 2040 Long Range Total AM Traffic Kellar Engineering 3: US 287 & Suniga Dr 01/04/2022 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE Lanes in Grp 10101010 Grp Vol (v), veh/h 18 0 72 09000 Grp Sat Flow (s), veh/h/ln 1781 0 1781 0 1781 0 1781 0 Q Serve Time (g_s), s 0.3 0.0 3.0 0.0 0.1 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.3 0.0 3.0 0.0 0.1 0.0 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 413 0 1415 0 351 0 1359 0 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 53.7 0.0 5.3 0.0 53.7 0.0 3.3 0.0 Perm LT Serve Time (g_u), s 38.2 0.0 3.2 0.0 36.2 0.0 3.3 0.0 Perm LT Q Serve Time (g_ps), s 0.7 0.0 0.1 0.0 0.5 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 321 0 234 0 267 0 148 0 V/C Ratio (X) 0.06 0.00 0.31 0.00 0.03 0.00 0.00 0.00 Avail Cap (c_a), veh/h 395 0 263 0 357 0 256 0 Upstream Filter (I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 5.6 0.0 32.9 0.0 6.2 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.0 0.7 0.0 0.1 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 5.7 0.0 33.6 0.0 6.2 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.1 0.0 1.3 0.0 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.1 0.0 1.3 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.01 0.00 0.10 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 02040608 Lane Assignment T T T Lanes in Grp 02000101 Grp Vol (v), veh/h 0 1297 0 0 0 729 0 0 Grp Sat Flow (s), veh/h/ln 0 1777 0 0 0 1777 0 1870 Q Serve Time (g_s), s 0.0 15.5 0.0 0.0 0.0 18.3 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 15.5 0.0 0.0 0.0 18.3 0.0 0.0 Lane Grp Cap (c), veh/h 0 2365 0 0 0 1199 0 275 V/C Ratio (X) 0.00 0.55 0.00 0.00 0.00 0.61 0.00 0.00 Avail Cap (c_a), veh/h 0 2365 0 0 0 1199 0 424 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 7.1 0.0 0.0 0.0 7.2 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.9 0.0 0.0 0.0 2.3 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 8.0 0.0 0.0 0.0 9.5 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 4.3 0.0 0.0 0.0 4.9 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.3 0.0 0.0 0.0 0.8 0.0 0.0 2040 Long Range Total AM Traffic Kellar Engineering 3: US 287 & Suniga Dr 01/04/2022 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 4.6 0.0 0.0 0.0 5.6 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.09 0.00 0.00 0.00 0.23 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt 0 12 0 14 0 16 0 18 Lane Assignment R T+R T+R R Lanes in Grp 01010101 Grp Vol (v), veh/h 0 29 0 2 0 767 0 47 Grp Sat Flow (s), veh/h/ln 0 1585 0 1585 0 1869 0 1585 Q Serve Time (g_s), s 0.0 0.5 0.0 0.1 0.0 18.3 0.0 2.1 Cycle Q Clear Time (g_c), s 0.0 0.5 0.0 0.1 0.0 18.3 0.0 2.1 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 1055 0 65 0 1261 0 233 V/C Ratio (X) 0.00 0.03 0.00 0.03 0.00 0.61 0.00 0.20 Avail Cap (c_a), veh/h 0 1055 0 354 0 1261 0 359 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 4.6 0.0 37.1 0.0 7.2 0.0 30.3 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.0 2.2 0.0 0.4 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 4.7 0.0 37.3 0.0 9.4 0.0 30.7 1st-Term Q (Q1), veh/ln 0.0 0.1 0.0 0.0 0.0 5.1 0.0 0.8 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.8 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.2 0.0 0.0 0.0 5.9 0.0 0.8 %ile Storage Ratio (RQ%) 0.00 0.02 0.00 0.00 0.00 0.24 0.00 0.15 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 9.7 HCM 6th LOS A 2040 Long Range Total AM Traffic Kellar Engineering 6: US 287 & Vine Dr 01/04/2022 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 321 0 186 0 1004 142 235 1735 0 Future Volume (veh/h) 0 0 0 321 0 186 0 1004 142 235 1735 0 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 0 0 0 338 0 196 0 1057 149 247 1826 0 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 Percent Heavy Veh, %222222222220 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 0 499 0 454 0 423 76 1790 798 367 2268 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.00 0.00 0.00 0.27 0.00 0.27 0.00 0.50 0.50 0.09 0.64 0.00 Unsig. Movement Delay Ln Grp Delay, s/veh 0.0 0.0 0.0 38.2 0.0 29.9 0.0 18.1 13.4 16.3 15.9 0.0 Ln Grp LOS A A A D A C ABBBBA Approach Vol, veh/h 0 534 1206 2073 Approach Delay, s/veh 0.0 35.1 17.5 16.0 Approach LOS D B B Timer:12345678 Assigned Phs 1 2468 Case No 1.2 5.0 8.0 4.0 7.0 Phs Duration (G+Y+Rc), s 12.7 52.3 29.8 65.0 29.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 13.5 42.5 30.5 60.5 30.5 Max Allow Headway (MAH), s 3.7 4.9 0.0 5.0 4.8 Max Q Clear (g_c+l1), s 7.9 21.9 0.0 38.3 23.8 Green Ext Time (g_e), s 0.3 7.9 0.0 14.6 1.6 Prob of Phs Call (p_c) 1.00 1.00 0.00 1.00 1.00 Prob of Max Out (p_x) 0.27 0.00 0.00 0.00 0.58 Left-Turn Movement Data Assigned Mvmt 1 5 7 3 Mvmt Sat Flow, veh/h 1781 255 0 1418 Through Movement Data Assigned Mvmt 2468 Mvmt Sat Flow, veh/h 3554 1870 3647 0 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1585 0 0 1585 Left Lane Group Data Assigned Mvmt 15070003 Lane Assignment L (Pr/Pm) L L+T 2040 Long Range Total AM Traffic Kellar Engineering 6: US 287 & Vine Dr 01/04/2022 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE Lanes in Grp 11000001 Grp Vol (v), veh/h 247 000000338 Grp Sat Flow (s), veh/h/ln 1781 255 000001418 Q Serve Time (g_s), s 5.9 0.0 0.0 0.0 0.0 0.0 0.0 21.8 Cycle Q Clear Time (g_c), s 5.9 0.0 0.0 0.0 0.0 0.0 0.0 21.8 Perm LT Sat Flow (s_l), veh/h/ln 464 255 000001440 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 49.8 0.0 0.0 0.0 0.0 0.0 0.0 25.3 Perm LT Serve Time (g_u), s 27.8 0.0 0.0 0.0 0.0 0.0 0.0 25.3 Perm LT Q Serve Time (g_ps), s 25.0 0.0 0.0 0.0 0.0 0.0 0.0 21.8 Time to First Blk (g_f), s 0.0 0.0 0.0 25.3 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 367 76 00000454 V/C Ratio (X) 0.67 0.00 0.00 0.00 0.00 0.00 0.00 0.74 Avail Cap (c_a), veh/h 466 76 00000532 Upstream Filter (I) 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 13.7 0.0 0.0 0.0 0.0 0.0 0.0 33.4 Incr Delay (d2), s/veh 2.6 0.0 0.0 0.0 0.0 0.0 0.0 4.7 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 16.3 0.0 0.0 0.0 0.0 0.0 0.0 38.2 1st-Term Q (Q1), veh/ln 2.0 0.0 0.0 0.0 0.0 0.0 0.0 7.3 2nd-Term Q (Q2), veh/ln 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.6 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 2.2 0.0 0.0 0.0 0.0 0.0 0.0 7.9 %ile Storage Ratio (RQ%) 0.28 0.00 0.00 0.00 0.00 0.00 0.00 0.23 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 02040608 Lane Assignment T T T Lanes in Grp 02010200 Grp Vol (v), veh/h 0 1057 0 0 0 1826 0 0 Grp Sat Flow (s), veh/h/ln 0 1777 0 1870 0 1777 0 0 Q Serve Time (g_s), s 0.0 19.9 0.0 0.0 0.0 36.3 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 19.9 0.0 0.0 0.0 36.3 0.0 0.0 Lane Grp Cap (c), veh/h 0 1790 0 499 0 2268 0 0 V/C Ratio (X) 0.00 0.59 0.00 0.00 0.00 0.81 0.00 0.00 Avail Cap (c_a), veh/h 0 1790 0 602 0 2268 0 0 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 16.6 0.0 0.0 0.0 12.8 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.4 0.0 0.0 0.0 3.2 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 18.1 0.0 0.0 0.0 15.9 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 7.3 0.0 0.0 0.0 11.6 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.4 0.0 0.0 0.0 1.0 0.0 0.0 2040 Long Range Total AM Traffic Kellar Engineering 6: US 287 & Vine Dr 01/04/2022 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 7.7 0.0 0.0 0.0 12.6 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.27 0.00 0.00 0.00 0.24 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt 0 12 0 14 0 16 0 18 Lane Assignment R R Lanes in Grp 01000001 Grp Vol (v), veh/h 0 149 00000196 Grp Sat Flow (s), veh/h/ln 0 1585 000001585 Q Serve Time (g_s), s 0.0 4.9 0.0 0.0 0.0 0.0 0.0 9.8 Cycle Q Clear Time (g_c), s 0.0 4.9 0.0 0.0 0.0 0.0 0.0 9.8 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 798 00000423 V/C Ratio (X) 0.00 0.19 0.00 0.00 0.00 0.00 0.00 0.46 Avail Cap (c_a), veh/h 0 798 00000510 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 12.9 0.0 0.0 0.0 0.0 0.0 29.1 Incr Delay (d2), s/veh 0.0 0.5 0.0 0.0 0.0 0.0 0.0 0.8 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 13.4 0.0 0.0 0.0 0.0 0.0 29.9 1st-Term Q (Q1), veh/ln 0.0 1.6 0.0 0.0 0.0 0.0 0.0 3.7 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.7 0.0 0.0 0.0 0.0 0.0 3.8 %ile Storage Ratio (RQ%) 0.00 0.16 0.00 0.00 0.00 0.00 0.00 0.11 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 19.1 HCM 6th LOS B 2040 Long Range Total AM Traffic Kellar Engineering 8: Jerome St & Suniga Dr 01/04/2022 HCM 6th TWSC Synchro 11 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 6.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 29 10 12 14 2 77 0 35 18 0 22 Future Vol, veh/h 2 29 10 12 14 2 77 0 35 18 0 22 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 80 - - 170 ----5050-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 2 34 12 14 16 2 91 0 41 21 0 26 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 18 0 0 46 0 0 80 90 23 66 95 9 Stage 1 ------4444-4545- Stage 2 ------3646-2150- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1597 - - 1560 - - 899 799 1048 920 794 1070 Stage 1 ------965858-963857- Stage 2 ------975856-995853- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1597 - - 1560 - - 870 791 1048 877 786 1070 Mov Cap-2 Maneuver ------870791-877786- Stage 1 ------964857-962849- Stage 2 ------943848-955852- Approach EB WB NB SB HCM Control Delay, s 0.4 3.1 9.3 8.8 HCM LOS A A Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h) 870 1048 1597 - - 1560 - - 877 1070 HCM Lane V/C Ratio 0.104 0.039 0.001 - - 0.009 - - 0.024 0.024 HCM Control Delay (s) 9.6 8.6 7.3 - - 7.3 - - 9.2 8.4 HCM Lane LOS A A A - - A - - A A HCM 95th %tile Q(veh) 0.3 0.1 0 - - 0 - - 0.1 0.1 2040 Long Range Total AM Traffic Kellar Engineering 9: Vine Dr & Jerome St 01/04/2022 HCM 6th TWSC Synchro 11 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 2.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 38 339 469 12 36 119 Future Vol, veh/h 38 339 469 12 36 119 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 120 - 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 45 399 552 14 42 140 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 566 0 - 0 1048 559 Stage 1 - - - - 559 - Stage 2 - - - - 489 - 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 1006 - - - 252 529 Stage 1 - - - - 572 - Stage 2 - - - - 616 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1006 - - - 238 529 Mov Cap-2 Maneuver - - - - 238 - Stage 1 - - - - 539 - Stage 2 - - - - 616 - Approach EB WB SB HCM Control Delay, s 0.9 0 16.3 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h) 1006 - - - 238 529 HCM Lane V/C Ratio 0.044 - - - 0.178 0.265 HCM Control Delay (s) 8.7 0 - - 23.4 14.2 HCM Lane LOS A A - - C B HCM 95th %tile Q(veh) 0.1 - - - 0.6 1.1 2040 Long Range Total AM Traffic Kellar Engineering 12: Jerome St & Access #1/Cajetan St 01/04/2022 HCM 6th TWSC Synchro 11 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 3.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 0 5 13 0 11 6 82 6 4 14 3 Future Vol, veh/h 19 0 5 13 0 11 6 82 6 4 14 3 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 50 - - 50 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 22 0 6 15 0 13 7 96 7 5 16 4 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 148 145 18 145 144 100 20 0 0 103 0 0 Stage 1 28 28 - 114 114 ------- Stage 2 120 117 - 31 30 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 820 746 1061 824 747 956 1596 - - 1489 - - Stage 1 989 872 - 891 801 ------- Stage 2 884 799 - 986 870 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 804 740 1061 814 741 956 1596 - - 1489 - - Mov Cap-2 Maneuver 804 740 - 814 741 ------- Stage 1 984 869 - 887 797 ------- Stage 2 868 795 - 978 867 ------- Approach EB WB NB SB HCM Control Delay, s 9.4 9.2 0.5 1.4 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1596 - - 804 1061 814 956 1489 - - HCM Lane V/C Ratio 0.004 - - 0.028 0.006 0.019 0.014 0.003 - - HCM Control Delay (s) 7.3 0 - 9.6 8.4 9.5 8.8 7.4 0 - HCM Lane LOS A A -AAAAAA - HCM 95th %tile Q(veh) 0 - - 0.1 0 0.1 0 0 - - 2040 Long Range Total AM Traffic Kellar Engineering 15: Jerome St & Access #2/Pascal St 01/04/2022 HCM 6th TWSC Synchro 11 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 5.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 0 52 11 0 10 13 32 5 5 24 3 Future Vol, veh/h 5 0 52 11 0 10 13 32 5 5 24 3 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 50 - - 50 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 6 0 61 13 0 12 15 38 6 6 28 4 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 119 116 30 144 115 41 32 0 0 44 0 0 Stage 1 42 42 - 71 71 ------- Stage 2 77 74 - 73 44 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 857 774 1044 825 775 1030 1580 - - 1564 - - Stage 1 972 860 - 939 836 ------- Stage 2 932 833 - 937 858 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 838 763 1044 768 764 1030 1580 - - 1564 - - Mov Cap-2 Maneuver 838 763 - 768 764 ------- Stage 1 962 857 - 930 828 ------- Stage 2 912 825 - 879 855 ------- Approach EB WB NB SB HCM Control Delay, s 8.8 9.2 1.9 1.1 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1580 - - 838 1044 768 1030 1564 - - HCM Lane V/C Ratio 0.01 - - 0.007 0.059 0.017 0.011 0.004 - - HCM Control Delay (s) 7.3 0 - 9.3 8.7 9.8 8.5 7.3 0 - HCM Lane LOS A A -AAAAAA - HCM 95th %tile Q(veh) 0 - - 0 0.2 0.1 0 0 - - 2040 Long Range Total PM Traffic Kellar Engineering 3: US 287 & Suniga Dr 01/04/2022 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 9 0 11 94 0 63 13 2154 100 37 1795 14 Future Volume (veh/h) 9 0 11 94 0 63 13 2154 100 37 1795 14 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 9 0 12 99 0 66 14 2267 105 39 1889 15 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 Percent Heavy Veh, %222222222222 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 144 0 61 199 138 117 196 2598 1159 150 2693 21 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.02 0.00 0.04 0.05 0.00 0.07 0.02 0.73 0.73 0.03 0.75 0.75 Unsig. Movement Delay Ln Grp Delay, s/veh 55.1 0.0 58.9 53.8 0.0 59.4 8.7 16.7 4.9 23.2 11.5 11.4 Ln Grp LOS E A E D AEABACBB Approach Vol, veh/h 21 165 2386 1943 Approach Delay, s/veh 57.3 56.1 16.2 11.6 Approach LOS EEBB Timer:12345678 Assigned Phs 12345678 Case No 1.1 3.0 1.1 4.0 1.1 4.0 1.1 3.0 Phs Duration (G+Y+Rc), s 8.2 94.5 11.2 9.2 6.4 96.3 6.9 13.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 5.0 90.0 6.7 20.3 5.0 90.0 9.0 18.0 Max Allow Headway (MAH), s 3.7 5.0 3.8 5.7 3.7 5.0 3.9 4.1 Max Q Clear (g_c+l1), s 2.7 60.4 8.5 2.9 2.2 36.4 2.6 7.0 Green Ext Time (g_e), s 0.0 23.1 0.0 0.0 0.0 24.5 0.0 0.1 Prob of Phs Call (p_c) 0.74 1.00 0.97 0.95 0.38 1.00 0.26 1.00 Prob of Max Out (p_x) 1.00 0.00 1.00 0.00 1.00 0.00 0.01 0.00 Left-Turn Movement Data Assigned Mvmt 1357 Mvmt Sat Flow, veh/h 1781 1781 1781 1781 Through Movement Data Assigned Mvmt 2468 Mvmt Sat Flow, veh/h 3554 0 3613 1870 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1585 1585 29 1585 Left Lane Group Data Assigned Mvmt 10305070 Lane Assignment L (Pr/Pm) L (Pr/Pm) L (Pr/Pm) L (Pr/Pm) 2040 Long Range Total PM Traffic Kellar Engineering 3: US 287 & Suniga Dr 01/04/2022 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE Lanes in Grp 10101010 Grp Vol (v), veh/h 39 0 99 0 14 0 9 0 Grp Sat Flow (s), veh/h/ln 1781 0 1781 0 1781 0 1781 0 Q Serve Time (g_s), s 0.7 0.0 6.5 0.0 0.2 0.0 0.6 0.0 Cycle Q Clear Time (g_c), s 0.7 0.0 6.5 0.0 0.2 0.0 0.6 0.0 Perm LT Sat Flow (s_l), veh/h/ln 149 0 1402 0 237 0 1335 0 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 90.0 0.0 6.6 0.0 90.0 0.0 4.7 0.0 Perm LT Serve Time (g_u), s 31.6 0.0 3.8 0.0 57.4 0.0 4.7 0.0 Perm LT Q Serve Time (g_ps), s 20.7 0.0 0.2 0.0 2.1 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 150 0 199 0 196 0 144 0 V/C Ratio (X) 0.26 0.00 0.50 0.00 0.07 0.00 0.06 0.00 Avail Cap (c_a), veh/h 169 0 199 0 241 0 240 0 Upstream Filter (I) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 22.3 0.0 51.9 0.0 8.6 0.0 54.9 0.0 Incr Delay (d2), s/veh 0.9 0.0 1.9 0.0 0.2 0.0 0.2 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 23.2 0.0 53.8 0.0 8.7 0.0 55.1 0.0 1st-Term Q (Q1), veh/ln 0.7 0.0 2.9 0.0 0.1 0.0 0.3 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.7 0.0 3.0 0.0 0.1 0.0 0.3 0.0 %ile Storage Ratio (RQ%) 0.06 0.00 0.22 0.00 0.01 0.00 0.14 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 02040608 Lane Assignment T T T Lanes in Grp 02000101 Grp Vol (v), veh/h 0 2267 0 0 0 928 0 0 Grp Sat Flow (s), veh/h/ln 0 1777 0 0 0 1777 0 1870 Q Serve Time (g_s), s 0.0 58.4 0.0 0.0 0.0 34.2 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 58.4 0.0 0.0 0.0 34.2 0.0 0.0 Lane Grp Cap (c), veh/h 0 2598 0 0 0 1324 0 138 V/C Ratio (X) 0.00 0.87 0.00 0.00 0.00 0.70 0.00 0.00 Avail Cap (c_a), veh/h 0 2598 0 0 0 1324 0 273 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 12.3 0.0 0.0 0.0 8.3 0.0 0.0 Incr Delay (d2), s/veh 0.0 4.4 0.0 0.0 0.0 3.1 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 16.7 0.0 0.0 0.0 11.5 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 18.4 0.0 0.0 0.0 10.4 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 1.6 0.0 0.0 0.0 1.1 0.0 0.0 2040 Long Range Total PM Traffic Kellar Engineering 3: US 287 & Suniga Dr 01/04/2022 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 20.0 0.0 0.0 0.0 11.6 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.38 0.00 0.00 0.00 0.47 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt 0 12 0 14 0 16 0 18 Lane Assignment R T+R T+R R Lanes in Grp 01010101 Grp Vol (v), veh/h 0 105 0 12 0 976 0 66 Grp Sat Flow (s), veh/h/ln 0 1585 0 1585 0 1865 0 1585 Q Serve Time (g_s), s 0.0 2.4 0.0 0.9 0.0 34.4 0.0 5.0 Cycle Q Clear Time (g_c), s 0.0 2.4 0.0 0.9 0.0 34.4 0.0 5.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 1.00 0.00 0.02 0.00 1.00 Lane Grp Cap (c), veh/h 0 1159 0 61 0 1390 0 117 V/C Ratio (X) 0.00 0.09 0.00 0.20 0.00 0.70 0.00 0.57 Avail Cap (c_a), veh/h 0 1159 0 261 0 1390 0 232 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 4.8 0.0 57.3 0.0 8.4 0.0 55.1 Incr Delay (d2), s/veh 0.0 0.2 0.0 1.5 0.0 3.0 0.0 4.3 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 4.9 0.0 58.9 0.0 11.4 0.0 59.4 1st-Term Q (Q1), veh/ln 0.0 0.7 0.0 0.4 0.0 11.0 0.0 2.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 1.2 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.8 0.0 0.4 0.0 12.2 0.0 2.1 %ile Storage Ratio (RQ%) 0.00 0.08 0.00 0.03 0.00 0.50 0.00 0.38 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 15.9 HCM 6th LOS B 2040 Long Range Total PM Traffic Kellar Engineering 6: US 287 & Vine Dr 01/04/2022 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 275 0 266 0 2145 307 272 1627 0 Future Volume (veh/h) 0 0 0 275 0 266 0 2145 307 272 1627 0 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 0 0 0 289 0 280 0 2258 323 286 1713 0 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 Percent Heavy Veh, %222222222220 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 0 335 0 314 0 284 60 2147 958 246 2650 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.00 0.00 0.00 0.18 0.00 0.18 0.00 0.60 0.60 0.10 0.75 0.00 Unsig. Movement Delay Ln Grp Delay, s/veh 0.0 0.0 0.0 81.6 0.0 98.5 0.0 58.4 12.8 153.4 8.7 0.0 Ln Grp LOS A A A F A F A F B F A A Approach Vol, veh/h 0 569 2581 1999 Approach Delay, s/veh 0.0 89.9 52.7 29.4 Approach LOS F D C Timer:12345678 Assigned Phs 1 2468 Case No 1.2 5.0 8.0 4.0 7.0 Phs Duration (G+Y+Rc), s 17.0 77.0 26.0 94.0 26.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 12.5 72.5 21.5 89.5 21.5 Max Allow Headway (MAH), s 3.7 4.9 0.0 5.0 4.7 Max Q Clear (g_c+l1), s 14.5 74.5 0.0 30.4 23.5 Green Ext Time (g_e), s 0.0 0.0 0.0 21.8 0.0 Prob of Phs Call (p_c) 1.00 1.00 0.00 1.00 1.00 Prob of Max Out (p_x) 1.00 0.00 0.00 0.00 1.00 Left-Turn Movement Data Assigned Mvmt 1 5 7 3 Mvmt Sat Flow, veh/h 1781 285 0 1418 Through Movement Data Assigned Mvmt 2468 Mvmt Sat Flow, veh/h 3554 1870 3647 0 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1585 0 0 1585 Left Lane Group Data Assigned Mvmt 15070003 Lane Assignment L (Pr/Pm) L L+T 2040 Long Range Total PM Traffic Kellar Engineering 6: US 287 & Vine Dr 01/04/2022 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE Lanes in Grp 11000001 Grp Vol (v), veh/h 286 000000289 Grp Sat Flow (s), veh/h/ln 1781 285 000001418 Q Serve Time (g_s), s 12.5 0.0 0.0 0.0 0.0 0.0 0.0 21.5 Cycle Q Clear Time (g_c), s 12.5 0.0 0.0 0.0 0.0 0.0 0.0 21.5 Perm LT Sat Flow (s_l), veh/h/ln 121 285 000001440 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 74.5 0.0 0.0 0.0 0.0 0.0 0.0 21.5 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 21.5 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 21.5 Time to First Blk (g_f), s 0.0 0.0 0.0 21.5 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 246 60 00000314 V/C Ratio (X) 1.16 0.00 0.00 0.00 0.00 0.00 0.00 0.92 Avail Cap (c_a), veh/h 246 60 00000314 Upstream Filter (I) 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 44.2 0.0 0.0 0.0 0.0 0.0 0.0 50.6 Incr Delay (d2), s/veh 109.3 0.0 0.0 0.0 0.0 0.0 0.0 31.1 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 153.4 0.0 0.0 0.0 0.0 0.0 0.0 81.6 1st-Term Q (Q1), veh/ln 6.9 0.0 0.0 0.0 0.0 0.0 0.0 8.8 2nd-Term Q (Q2), veh/ln 7.5 0.0 0.0 0.0 0.0 0.0 0.0 2.7 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 14.4 0.0 0.0 0.0 0.0 0.0 0.0 11.5 %ile Storage Ratio (RQ%) 1.78 0.00 0.00 0.00 0.00 0.00 0.00 0.33 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 10.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 02040608 Lane Assignment T T T Lanes in Grp 02010200 Grp Vol (v), veh/h 0 2258 0 0 0 1713 0 0 Grp Sat Flow (s), veh/h/ln 0 1777 0 1870 0 1777 0 0 Q Serve Time (g_s), s 0.0 72.5 0.0 0.0 0.0 28.4 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 72.5 0.0 0.0 0.0 28.4 0.0 0.0 Lane Grp Cap (c), veh/h 0 2147 0 335 0 2650 0 0 V/C Ratio (X) 0.00 1.05 0.00 0.00 0.00 0.65 0.00 0.00 Avail Cap (c_a), veh/h 0 2147 0 335 0 2650 0 0 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 23.7 0.0 0.0 0.0 7.5 0.0 0.0 Incr Delay (d2), s/veh 0.0 34.7 0.0 0.0 0.0 1.2 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 58.4 0.0 0.0 0.0 8.7 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 26.7 0.0 0.0 0.0 8.5 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 10.3 0.0 0.0 0.0 0.5 0.0 0.0 2040 Long Range Total PM Traffic Kellar Engineering 6: US 287 & Vine Dr 01/04/2022 HCM 6th Signalized Intersection Capacity Analysis Synchro 11 Report Sean Kellar, PE, PTOE 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 37.0 0.0 0.0 0.0 8.9 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 1.31 0.00 0.00 0.00 0.17 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 27.7 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt 0 12 0 14 0 16 0 18 Lane Assignment R R Lanes in Grp 01000001 Grp Vol (v), veh/h 0 323 00000280 Grp Sat Flow (s), veh/h/ln 0 1585 000001585 Q Serve Time (g_s), s 0.0 12.2 0.0 0.0 0.0 0.0 0.0 21.1 Cycle Q Clear Time (g_c), s 0.0 12.2 0.0 0.0 0.0 0.0 0.0 21.1 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 958 00000284 V/C Ratio (X) 0.00 0.34 0.00 0.00 0.00 0.00 0.00 0.99 Avail Cap (c_a), veh/h 0 958 00000284 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 11.8 0.0 0.0 0.0 0.0 0.0 49.1 Incr Delay (d2), s/veh 0.0 1.0 0.0 0.0 0.0 0.0 0.0 49.4 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 12.8 0.0 0.0 0.0 0.0 0.0 98.5 1st-Term Q (Q1), veh/ln 0.0 4.0 0.0 0.0 0.0 0.0 0.0 8.3 2nd-Term Q (Q2), veh/ln 0.0 0.3 0.0 0.0 0.0 0.0 0.0 3.9 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 4.2 0.0 0.0 0.0 0.0 0.0 12.2 %ile Storage Ratio (RQ%) 0.00 0.40 0.00 0.00 0.00 0.00 0.00 0.35 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 47.8 HCM 6th LOS D 2040 Long Range Total PM Traffic Kellar Engineering 8: Jerome St & Suniga Dr 01/04/2022 HCM 6th TWSC Synchro 11 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 87 30 12 58 4 72 0 41 22 0 27 Future Vol, veh/h 0 87 30 12 58 4 72 0 41 22 0 27 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 80 - - 170 ----5050-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 102 35 14 68 5 85 0 48 26 0 32 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 73 0 0 137 0 0 182 221 69 150 236 37 Stage 1 ------120120-9999- Stage 2 ------62101-51137- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1525 - - 1445 - - 763 676 980 803 664 1027 Stage 1 ------872796-896812- Stage 2 ------942811-956782- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1525 - - 1445 - - 734 669 980 758 657 1027 Mov Cap-2 Maneuver ------734669-758657- Stage 1 ------872796-896804- Stage 2 ------904803-909782- Approach EB WB NB SB HCM Control Delay, s 0 1.2 9.9 9.2 HCM LOS A A Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h) 734 980 1525 - - 1445 - - 758 1027 HCM Lane V/C Ratio 0.115 0.049 - - - 0.01 - - 0.034 0.031 HCM Control Delay (s) 10.5 8.9 0 - - 7.5 - - 9.9 8.6 HCM Lane LOS B A A - - A - - A A HCM 95th %tile Q(veh) 0.4 0.2 0 - - 0 - - 0.1 0.1 2040 Long Range Total PM Traffic Kellar Engineering 9: Vine Dr & Jerome St 01/04/2022 HCM 6th TWSC Synchro 11 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 2.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 109 469 514 28 20 114 Future Vol, veh/h 109 469 514 28 20 114 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 120 - 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 115 494 541 29 21 120 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 570 0 - 0 1280 556 Stage 1 - - - - 556 - Stage 2 - - - - 724 - 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 1002 - - - 183 531 Stage 1 - - - - 574 - Stage 2 - - - - 480 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1002 - - - 154 531 Mov Cap-2 Maneuver - - - - 154 - Stage 1 - - - - 483 - Stage 2 - - - - 480 - Approach EB WB SB HCM Control Delay, s 1.7 0 16.4 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h) 1002 - - - 154 531 HCM Lane V/C Ratio 0.115 - - - 0.137 0.226 HCM Control Delay (s) 9.1 0 - - 32 13.7 HCM Lane LOS A A - - D B HCM 95th %tile Q(veh) 0.4 - - - 0.5 0.9 2040 Long Range Total PM Traffic Kellar Engineering 12: Jerome St & Access #1/Cajetan St 01/04/2022 HCM 6th TWSC Synchro 11 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 2.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 0 4 11 0 9 18 92 15 5 27 10 Future Vol, veh/h 12 0 4 11 0 9 18 92 15 5 27 10 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 50 - - 50 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 14 0 5 13 0 11 21 108 18 6 32 12 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 215 218 38 212 215 117 44 0 0 126 0 0 Stage 1 50 50 - 159 159 ------- Stage 2 165 168 - 53 56 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 742 680 1034 745 683 935 1564 - - 1460 - - Stage 1 963 853 - 843 766 ------- Stage 2 837 759 - 960 848 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 723 668 1034 732 671 935 1564 - - 1460 - - Mov Cap-2 Maneuver 723 668 - 732 671 ------- Stage 1 950 850 - 831 755 ------- Stage 2 816 748 - 952 845 ------- Approach EB WB NB SB HCM Control Delay, s 9.7 9.5 1.1 0.9 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1564 - - 723 1034 732 935 1460 - - HCM Lane V/C Ratio 0.014 - - 0.02 0.005 0.018 0.011 0.004 - - HCM Control Delay (s) 7.3 0 - 10.1 8.5 10 8.9 7.5 0 - HCM Lane LOS A A -BABAAA - HCM 95th %tile Q(veh) 0 - - 0.1 0 0.1 0 0 - - 2040 Long Range Total PM Traffic Kellar Engineering 15: Jerome St & Access #2/Pascal St 01/04/2022 HCM 6th TWSC Synchro 11 Report Sean Kellar, PE, PTOE Intersection Int Delay, s/veh 3.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 0 34 10 0 8 43 80 14 7 28 9 Future Vol, veh/h 4 0 34 10 0 8 43 80 14 7 28 9 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 50 - - 50 -------- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 22222222222 Mvmt Flow 5 0 40 12 0 9 51 94 16 8 33 11 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 264 267 39 279 264 102 44 0 0 110 0 0 Stage 1 55 55 - 204 204 ------- Stage 2 209 212 - 75 60 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 689 639 1033 673 641 953 1564 - - 1480 - - Stage 1 957 849 - 798 733 ------- Stage 2 793 727 - 934 845 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 661 613 1033 627 615 953 1564 - - 1480 - - Mov Cap-2 Maneuver 661 613 - 627 615 ------- Stage 1 924 844 - 770 707 ------- Stage 2 758 702 - 892 840 ------- Approach EB WB NB SB HCM Control Delay, s 8.8 10 2.3 1.2 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1564 - - 661 1033 627 953 1480 - - HCM Lane V/C Ratio 0.032 - - 0.007 0.039 0.019 0.01 0.006 - - HCM Control Delay (s) 7.4 0 - 10.5 8.6 10.9 8.8 7.4 0 - HCM Lane LOS A A -BABAAA - HCM 95th %tile Q(veh) 0.1 - - 0 0.1 0.1 0 0 - - Sean Kellar, PE, PTOE Principal Engineer Education B.S., Civil Engineering, Arizona State University – Tempe, AZ Registration Colorado, Professional Engineer (PE) Wyoming, Professional Engineer (PE) Idaho, Professional Engineer (PE) Arizona, Professional Engineer (PE) Kansas, Professional Engineer (PE) Missouri, Professional Engineer (PE) Professional Traffic Operations Engineer (PTOE) Professional Memberships Institute of Transportation Engineers (ITE) Industry Tenure 22 Years Sean’s wide range of expertise includes: transportation plan- ning, traffic modeling roadway design, bike and pedestrian facili- ties, traffic impact studies, traffic signal warrant analysis, parking studies, corridor planning and access management. Sean’s experience in both the private and public sectors; passion for safety and ex- cellence; and strong communication and collaboration skills can bring great value to any project. Prior to starting Kellar Engineering, Sean was employed at the Missouri Department of Transportation (MoDOT) as the District Traffic Engineer for the Kansas City District. Sean also worked for the City of Loveland, CO for over 10 years as a Senior Civil Engineer supervising a division of transportation/traffic engineers. While at the City of Loveland, Sean managed several capital improvement projects, presented several projects to the City Council and Planning Commission in public hearings, and managed the revisions to the City’s Street Standards. Sean is also proficient in Highway Capacity Software, Synchro, PT Vissim, Rodel, GIS, and AutoCAD. WORK EXPERIENCE: Kellar Engineering, Principal Engineer/President – January 2016 – Present Missouri Department of Transportation, District Traffic Engineer, Kansas City District – June 2015 – January 2016 City of Loveland, Colorado, Senior Civil Engineer, Public Works Department – February 2005 – June 2015 Kirkham Michael Consulting Engineers, Project Manager - February 2004 – February 2005 Dibble and Associates Consulting Engineers, Project Engineer – August 1999 – February 2004