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HomeMy WebLinkAboutReports - Traffic Study - 04/08/2025TRAFFIC IMPACT STUDY Pedersen Toyota Expansion Fort Collins, Colorado Prepared for: Pedersen Toyota T R A F F I C I M P A C T S T U D Y Pedersen Toyota Expansion Fort Collins, Colorado Prepared for Pedersen Toyota 4455 S. College Avenue Fort Collins, CO 80525 Prepared by Erick Berry, P.E, PTOE, RSP1 Kimley-Horn and Associates, Inc. 3325 South Timberline Road Suite 130 Fort Collins, Colorado 80525 (970) 880-1176 April 2025 This document, together with the concepts and designs 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 and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc. 04/08/2025 296073000 Pedersen Toyota Expansion Page i TABLE OF CONTENTS TABLE OF CONTENTS ................................................................................................... i LIST OF TABLES .............................................................................................................ii LIST OF FIGURES ...........................................................................................................ii 1.0 EXECUTIVE SUMMARY .......................................................................................... 1 2.0 INTRODUCTION ...................................................................................................... 2 3.0 EXISTING AND FUTURE CONDITIONS ................................................................. 4 3.1 Existing Study Area ...........................................................................................................4 3.2 Existing Roadway Network ...............................................................................................4 3.3 Existing Traffic Volumes..................................................................................................10 3.4 Unspecified Development Traffic Growth ........................................................................10 4.0 PROJECT TRAFFIC CHARACTERISTICS ............................................................ 14 4.1 Trip Generation ...............................................................................................................14 4.2 Trip Distribution ...............................................................................................................15 4.3 Traffic Assignment ..........................................................................................................15 4.4 Total (Background Plus Project) Traffic ...........................................................................15 5.0 TRAFFIC OPERATIONS ANALYSIS ..................................................................... 20 5.1 Analysis Methodology .....................................................................................................20 5.2 Key Intersection Operational Analysis .............................................................................21 5.3 CDOT Turn Bay Length Analysis ....................................................................................29 5.4 Vehicle Queuing Analysis ...............................................................................................31 5.5 Multimodal Transportation Analysis.................................................................................32 6.0 CONCLUSIONS AND RECOMMENDATIONS ....................................................... 42 Appendicies Appendix A: Conceptual Site Plan Appendix B: Intersection Count Sheets Appendix C: Future Traffic Projections Appendix D: Intersection Analysis Worksheets Appendix E: Queue Analysis Worksheets 296073000 Pedersen Toyota Expansion Page ii LIST OF TABLES Table 1 – Pedersen Toyota Expansion Traffic Generation ........................................................15 Table 2 – Level of Service Definitions .......................................................................................20 Table 3 – Kensington Dr & Mason St LOS Results ...................................................................22 Table 4 – Kensington Dr & College Ave (US-287) LOS Results ................................................24 Table 5 – Kensington Dr & West Access Level of Service Results ............................................26 Table 6 – Kensington Dr & East Access Level of Service Results .............................................28 Table 7 – Turn Lane Queuing Analysis Results.........................................................................32 Table 8 – Pedestrian LOS Analysis Results ..............................................................................33 Table 9 – Fort Collins Pedestrian Directness LOS Criteria ........................................................33 Table 10 – Pedestrian Directness LOS Calculations .................................................................34 Table 11 – Fort Collins Pedestrian Continuity LOS Criteria .......................................................35 Table 12 – Fort Collins Pedestrian Signalized Street Crossing LOS Criteria .............................37 Table 13 – Pedestrian Signalized Street Crossing LOS Calculations ........................................38 Table 14 – Fort Collins Pedestrian Visual Interest & Amenity LOS Criteria ...............................38 Table 15 – Fort Collins Pedestrian Security LOS Criteria ..........................................................39 Table 16 – Fort Collins Bike LOS Criteria ..................................................................................40 Table 17 – Bicycle LOS Analysis Results ..................................................................................41 LIST OF FIGURES Figure 1 – Vicinity Map ................................................................................................................3 Figure 2 – Existing Geometry and Control ...................................................................................9 Figure 3 – 2025 Existing Traffic Volumes ..................................................................................11 Figure 4 – 2026 Background Traffic Volumes............................................................................12 Figure 5 – 2046 Background Traffic Volumes............................................................................13 Figure 6 – Project Trip Distribution ............................................................................................16 Figure 7 – Project Traffic Assignment .......................................................................................17 Figure 8 – 2026 Total Traffic Volumes ......................................................................................18 Figure 9 – 2046 Total Traffic Volumes ......................................................................................19 296073000 Pedersen Toyota Expansion Page 1 1.0 EXECUTIVE SUMMARY Kimley-Horn has prepared this report to document the results of a Traffic Impact Study for the Pedersen Toyota Expansion project. Pedersen Toyota is located at the northwest corner of the College Avenue (US-287) and Kensington Drive intersection in Fort Collins, Colorado. The dealership is proposed to expand the existing 26,700 square foot building with an additional 24,630 square feet, resulting in a final building that is 51,330 square feet in size. It is expected that the project will be completed in the next several years. Therefore, analysis was conducted for a 2026 short-term buildout horizon as well as a 2046 long-term planning horizon. Regional access to the site is provided by College Avenue (US-287), Interstate 25, and Harmony Road (Larimer County Road 38). Primary access is provided by College Avenue (US-287) and Mason Street. Direct access is and will continue to be provided by the two existing full movement accesses along Kensington Drive. The new trips anticipated to be generated by the expansion were estimated, using the existing access driveway traffic volumes, and a prorated rate based on the proposed additional square footage of the building compared to the existing square footage of the building. The current building, approximately 26,700 square feet in size, was found to generate 118 morning peak hour trips and 174 afternoon peak hour trips based on the 2025 peak hour turning movement counts. It is anticipated that the building will increase by approximately 24,630 square feet, 92 percent of the size of the existing building. Correlating the building area to the number of trips, 109 additional morning peak hour trips and 161 additional afternoon peak hour trips may be generated by the expansion. Based on the analysis presented in this report, Kimley-Horn believes Pedersen Toyota Expansion will be successfully incorporated into the existing roadway network. The existing roadway network surrounding the automobile dealership site is expected to operate acceptably with expansion project traffic and the existing lane configurations and control throughout the long-term 2046 horizon. Therefore, no transportation improvements or modifications are anticipated to be needed. 296073000 Pedersen Toyota Expansion Page 2 2.0 INTRODUCTION Kimley-Horn has prepared this report to document the results of a Traffic Impact Study for the Pedersen Toyota Expansion project. Pedersen Toyota is located at the northwest corner of the College Avenue (US-287) and Kensington Drive intersection in Fort Collins, Colorado. A vicinity map illustrating the project development location is shown in Figure 1. The dealership is proposed to expand the existing 26,700 square foot building with an additional 24,630 square feet, resulting in a final building that is 51,330 square feet in size. A conceptual site plan is attached in Appendix A. It is expected that the project will be completed in the next several years. Therefore, analysis was conducted for a 2026 short-term buildout horizon as well as a 2046 long-term planning horizon. The purpose of this traffic study is to identify project traffic generation characteristics to determine potential project traffic related impacts on the local street system and to develop the necessary mitigation measures required for the identified traffic impacts. The following intersections were incorporated into this traffic study based on coordination with the City of Fort Collins. · Kensington Drive and Mason Street · Kensington Drive and College Avenue (US-287) In addition, the two existing full movement accesses along Kensington Drive were evaluated. Regional access to the site is be provided by College Avenue (US-287), Harmony Road (Larimer County Road 38), and Horsetooth Road. Primary access is provided by College Avenue (US- 287) and Mason Street. Direct access is and will continue to be provided by the existing full movement access along Kensington Drive. 296073000 Pedersen Toyota Expansion Page 4 3.0 EXISTING AND FUTURE CONDITIONS 3.1 Existing Study Area The 5-acre site features an existing automobile dealership building, approximately 26,700 square feet in size, surrounded by parking lots for show vehicles, site staff, and visitors. The site is surrounded by various commercial uses on all sides, including a Target store to the north, the Pedersen Volvo Dealership to the west, and shopping centers to the east and south. 3.2 Existing Roadway Network College Avenue (US-287) extends north/south with three through lanes in each direction and a raised median. The posted speed limit near the site is 40 miles per hour. The City of Fort Collins classifies College Avenue as a “major arterial”. While the Colorado Department of Transportation (CDOT) classifies College Avenue (US-287) as a a Non-Rural Arterial (NR-B). Mason Street extends in the north/south direction as a two-lane roadway. It has a posted speed limit of 30 miles per hour. The City of Fort Collins classifies Mason Street as an “arterial” roadway. Kensington Drive extends east/west and provides one lane of travel in each direction. There is no posted speed limit along Kensington Drive, between College Avenue and Mason Street. Based on the roadway’s characteristics, it was assumed that the speed limit is 25 miles per hour. The City of Fort Collins does not have a classification for Kensington Drive; therefore, it is assumed to be classified as a “local” roadway. 296073000 Pedersen Toyota Expansion Page 5 The unsignalized ‘T’-intersection of Mason Street and Kensington Drive (#1) operates with stop control on the westbound Kensington Drive approach. The westbound approach, as well as both the northbound and southbound approaches along Mason Street, feature a single lane. An aerial photo of the existing intersection configuration is below. Mason St & Kensington Dr (#1) Kensington Dr Mason St Ù NORTH 296073000 Pedersen Toyota Expansion Page 6 The unsignalized four-legged intersection of the West Access and Kensington Drive (#2) operates with stop control on the northbound and southbound approaches. Due to its proximity to the West Access, the driveway along the south side of Kensington Drive, which provides access to the shopping center to the south, was considered the northbound approach at this intersection. All four approaches, feature a single lane. An aerial photo of the existing intersection configuration is below. West Access & Kensington Dr (#2) Kensington Dr West AccessÙ NORTH 296073000 Pedersen Toyota Expansion Page 7 The unsignalized ‘T’-intersection of the East Access and Kensington Drive (#3) operates with stop control on the southbound approach. All three approaches, feature a single lane approach. An aerial photo of the existing intersection configuration is below. East Access & Kensington Dr (#3) Kensington Dr East AccessÙ NORTH 296073000 Pedersen Toyota Expansion Page 8 The signalized intersection of College Avenue and Kensington Drive (#4) operates with permissive-only left turn phasing on the east-west Kensington Drive legs, during both the AM and PM peak hours. During the AM peak hour, the north-south College Avenue lanes operate with protected-permissive left turn phasing; however, during the PM peak hour the north-south lanes operate with protected only left turn phasing. The northbound approach provides an exclusive left turn lane, three exclusive through lanes, and an exclusive right turn lane. The southbound approach provides an exclusive left turn lane, two exclusive through lanes, and a shared through/right turn lane. The eastbound and westbound approaches provide an exclusive left turn lane and a shared through/right turn lane. An aerial photo of the existing intersection configuration is below. College Ave & Kensington Dr (#4) The intersection lane configuration and control for the study area intersections are shown in Figure 2. College AvenueÙ NORTH Kensington Dr 125' 125' 200' 100' 125' 296073000 Pedersen Toyota Expansion Page 10 3.3 Existing Traffic Volumes Existing turning movement counts were conducted at the study intersections on Tuesday, January 14, 2025 during the weekday morning and afternoon peak hours. The counts were conducted during the morning and afternoon 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 on this count date. The existing intersection traffic volumes are shown in Figure 3 with count sheets provided in Appendix B. 3.4 Unspecified Development Traffic Growth According to traffic projections from the Colorado Department of Transportation Online Transportation Information System (OTIS) traffic model, the area surrounding the site is expected to have an average 20-year growth factor of 1.19. This growth factor equates to an annual growth rate of 0.87 percent. Future traffic volume projections and growth rate calculations are provided in Appendix C. To be conservative, a one percent annual growth rate was used to estimate short-term 2026 and long-term 2046 traffic volume projections at the key intersections. The one percent annual growth rate was not applied to the movements exiting or entering the driveway approaches at the access intersections, as the areas served by these driveways are built out or considered in the trip generation process discussed later in this report. The calculated background traffic volumes for 2026 and 2046 are shown in Figure 4 and Figure 5, respectively. 14(56) 50(48) 34(38) 122(283) 50(37) 172(226) 1 33(22) 28(70) 12(2) 34(13) 29(48) 25(13) 0(29) 0(2) 20(25) 66(38) 18(10) 2 1(0) 65(68) 22(27) 77(100) 18(13) 13(38) 8(25) 3 14(70) 3(26) 17(57) 38(62) 12(27) 37(45) 13(31) 722(1446) 38(40) 12(57) 1122(1181) 36(27) 4 0(0) 14(57) 51(48) 34(38) 123(286) 51(37) 174(228) 1 33(22) 28(71) 12(2) 34(13) 29(48) 25(13) 0(29) 0(2) 20(25) 66(38) 18(10) 2 1(0) 66(69) 22(27) 78(101) 18(13) 13(38) 8(25) 3 14(71) 3(26) 17(58) 38(63) 12(27) 37(45) 13(31) 729(1460) 38(40) 12(58) 1133(1193) 36(27) 4 0(0) 17(69) 62(59) 42(47) 150(349) 62(46) 212(279) 1 33(22) 35(86) 12(2) 34(13) 36(59) 25(13) 0(29) 0(2) 20(25) 66(38) 18(10) 2 1(0) 80(84) 22(27) 95(123) 18(13) 13(38) 8(25) 3 17(86) 4(32) 21(70) 47(76) 15(33) 46(55) 16(38) 890(1782) 47(49) 15(70) 1383(1455) 44(33) 4 0(0) 296073000 Pedersen Toyota Expansion Page 14 4.0 PROJECT TRAFFIC CHARACTERISTICS 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 Manual1 published by the Institute of Transportation Engineers (ITE). However, a methodology different than ITE Trip Generation Manual was utilized to determine project trip generation based on the available count data associated with the existing automobile dealership building with a known square footage. This methodology is supported in Section 9 of the ITE Trip Generation Handbook, 3rd Edition, which states that local data should be collected and used to estimate trip generation if local circumstances indicate a study site may have different trip-making characteristics than the baseline sites for which data were collected and reported in the Manual. As such, site specific data based on existing driveway traffic volume counts was used to estimate the number of peak hour trips that can be attributed to the proposed expansion of the existing automobile dealership building. The new trips anticipated to be generated by the expansion were estimated, using the existing access driveway traffic volumes, and a prorated rate based on the proposed additional square footage of the building compared to the existing square footage of the building. The current building, approximately 26,700 square feet in size, was found to generate 118 morning peak hour trips and 174 afternoon peak hour trips based on the 2025 peak hour turning movement counts. It is anticipated that the building will increase by approximately 24,630 square feet, 92 percent of the size of the existing building. Correlating the building area to the number of trips, 109 additional morning peak hour trips and 161 additional afternoon peak hour trips may be generated by the expansion. The trip generation characteristics of the site are summarized in Table 1. It should be noted that, the ITE Trip Generation Manual would estimate a trip generation increase of 45 morning peak hour trips and 59 afternoon peak hour trips based on the proposed 24,630 square foot building expansion. Therefore, it is believed that the prorated procedure provides a conservative analysis. ____________________________________________________________________________ 1 Institute of Transportation Engineers,Trip Generation Manual, Eleventh Edition, Washington DC, 2021. 296073000 Pedersen Toyota Expansion Page 15 Table 1 – Pedersen Toyota Expansion Traffic Generation Land Use and Size Weekday Vehicle Trips Daily AM Peak Hour PM Peak Hour In Out Total In Out Total Existing Site Trip Generation (26,700 Square Feet) – User Specific Driveway Count Existing Trips (Existing Driveway Count)2,600*77 41 118 55 119 174 Proposed Expansion Trip Generation (24,630 Square Feet) Expansion Trips (Prorated Driveway Count) 2,400*71 38 109 51 110 161 Total Project Trips (51,330 Square Feet) Total Trips (Existing + Expansion)5,000*148 79 227 106 229 335 * - Estimated based on K-Factor of 6.7% from ITE Trip Gen Equations for Automobile Sales (Land Use 840) 4.2 Trip Distribution Distribution of site traffic on the street system was based on the area street system characteristics, existing traffic patterns, existing and anticipated surrounding information, and the 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. The project trip distribution for the proposed development is illustrated in Figure 6. 4.3 Traffic Assignment The project’s traffic assignment was obtained by applying the project trip distribution to the estimated traffic generation of the expansion shown in Table 1. Traffic assignment is shown in Figure 7. 4.4 Total (Background Plus Project) Traffic Site traffic volumes were added to the background volumes to represent estimated traffic conditions for the short-term 2026 buildout horizon and long-term 2046 planning horizon. These total traffic volumes for the study area are illustrated for the 2026 and 2046 horizon years in Figure 8 and Figure 9, respectively. [25%] [30%] 30% 25% 1 [20%] 10% 20% 35% [10%] [0%] [35%] 2 10% 35% [10%] 20% [35%] [20%] 3 5% [20%] [5%] [20%] 20% 20% 4 0% 10(28) 11(33) 21(15) 18(13) 1 8(22) 7(5) 14(10) 25(18) 4(10) 13(39) 2 7(5) 25(18) 4(10) 14(10) 13(39) 8(22) 3 3(2) 7(22) 2(5) 8(22) 16(12) 13(9) 4 24(85) 62(81) 55(53) 123(286) 69(50) 174(228) 1 33(22) 36(93) 19(7) 34(13) 43(58) 50(31) 4(39) 0(2) 33(64) 66(38) 18(10) 2 1(0) 73(74) 47(45) 82(111) 32(23) 26(77) 16(47) 3 14(71) 6(28) 17(58) 45(85) 14(32) 45(67) 13(31) 729(1460) 54(52) 12(58) 1133(1193) 49(36) 4 27(97) 73(92) 63(62) 150(349) 80(59) 212(279) 1 33(22) 43(108) 19(7) 34(13) 50(69) 50(31) 4(39) 0(2) 33(64) 66(38) 18(10) 2 1(0) 87(89) 47(45) 99(133) 32(23) 26(77) 16(47) 3 17(86) 7(34) 21(70) 54(98) 17(38) 54(77) 16(38) 890(1782) 63(61) 15(70) 1383(1455) 57(42) 4 296073000 Pedersen Toyota Expansion Page 20 5.0 TRAFFIC OPERATIONS ANALYSIS Kimley-Horn’s analysis of traffic operations in the site vicinity was conducted to determine potential capacity deficiencies in the 2026 and 2046 horizons at the identified key intersections. The acknowledged source for determining overall capacity is the Highway Capacity Manual (HCM)2. 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. It ranges from A (very little delay) to F (long delays and congestion). For intersections in this study area, standard traffic engineering practice recommends overall intersection LOS D and movement/approach LOS E as the minimum desirable thresholds for acceptable operations.Table 2 shows the definition of level of service for signalized and unsignalized intersections. Table 2 – Level of Service Definitions Level of Service Signalized Intersection Average Total Delay (sec/veh) Unsignalized Intersection Average Total Delay (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 Definitions provided from the Highway Capacity Manual, Seventh Edition, Transportation Research Board, 2022. Study area intersections were analyzed based on average total delay analysis for signalized and unsignalized intersections. Under the unsignalized analysis, the LOS for a two-way stop- controlled intersection is determined by the computed or measured control delay and is defined for each minor movement. LOS for a two-way stop-controlled intersection is not defined for the intersection as a whole. LOS for signalized intersections are defined for each movement, approach, and for the overall intersection. ____________________________________________________________________________ 2 Transportation Research Board,Highway Capacity Manual, Seventh Edition, Washington DC, 2022. 296073000 Pedersen Toyota Expansion Page 21 5.2 Key Intersection Operational Analysis Calculations for the operational level of service at the key intersections for the study area are provided in Appendix D. The existing year analysis is based on the lane geometry and intersection control shown in Figure 2. Existing peak hour factors were utilized in the existing and 2026 horizon analyses while the HCM urban standard of 0.92 was used for the long-term 2046 horizon analyses. The existing heavy vehicle percentages obtained from the turning movement counts were used in each horizon year. To ensure a conservative analysis, a two percent heavy vehicle percentage was applied to any movement recorded with less than two percent in the existing counts. The signalized intersection analysis utilizes the observed cycle lengths with optimized phasing and timing. Based on increased national attention given to establishing appropriate yellow and all-red clearance intervals to improve intersection safety, these have been calculated and are applied for approaches at the signalized intersections. Synchro traffic analysis software was used to analyze the signalized and unsignalized key intersections for HCM level of service. Kensington Drive and Mason Street The intersection of Kensington Drive and Mason Street is unsignalized with stop control on the westbound Kensington Drive approach. The intersection movements operate acceptably at LOS B or better during both peak hours under existing conditions. With project traffic, all movements are anticipated to continue operating at an acceptable level of service throughout the 2046 horizon. Therefore, no improvements or modifications are anticipated to be needed at this intersection based on the addition of project traffic and this operational level of service analysis. Table 3 provides the results of the LOS analysis conducted at this intersection. 296073000 Pedersen Toyota Expansion Page 22 Table 3 – Kensington Dr & Mason St LOS Results TH RT LT TH Delay --7.8 (7.9)- LOS --A (A)- Delay LOS Delay LOS Delay --7.8 (7.9)- LOS --A (A)- Delay LOS Delay LOS Delay --7.9 (8.0)- LOS --A (A)- Delay LOS Delay LOS Delay --8.0 (8.1)- LOS --A (A)- Delay LOS Delay LOS Delay --8.1 (8.2)- LOS --A (A)- Delay LOS Delay LOS 11.7 (21.2) B (C) 10.8 (16.2) B (C) 10.9 (16.9) B (C) 10.2 (13.9) B (B) 2.7 (4.0) - (-) -- (-)B (C) B (B) LT/RT 10.2 (13.8) B (B) 2046 Total AM (PM) Peak Hour Mvt. Int. Int.2.8 (4.8) - (-) B (C)-- (-)Apch.11.7 (21.2)-2.4 (1.2) 10.8 (16.2)-2.4 (1.3) 2026 Total AM (PM) Peak Hour Mvt. Apch. B (C)-- (-) Int.2.2 (3.0) - (-) 2046 Background AM (PM) Peak Hour Mvt. Apch.10.9 (16.9)-1.7 (1.0) 1.7 (0.9) Int.2.1 (2.5) - (-) Apch. 2026 Background AM (PM) Peak Hour Mvt. B (B)-- (-) 10.2 (13.9)- Int.2.1 (2.5) - (-) 10.2 (13.8)-1.7 (0.9) 2025 Existing AM (PM) Peak Hour Mvt. Apch.-- (-) Time Period Metric WB Approach NB Approach SB Approach 296073000 Pedersen Toyota Expansion Page 23 Kensington Drive and College Avenue (US-287) The intersection of Kensington Drive and College Avenue is signalized. All intersection movements operate acceptably at LOS D or better during the AM peak hour. However, the westbound and northbound left turn movements operate at LOS E during the PM peak hour. Despite these movements performing below LOS C, the overall intersection still operates at an acceptable LOS B during the PM peak hour. Since the westbound and northbound left-turn movements are not the primary movements at this intersection, they are less likely to be prioritized for mitigation strategies. Signal timing adjustments, such as reducing the overall cycle length, could be explored to improve operations for these specific movements; however, this could conflict with signal coordination along the College Avenue corridor, potentially disrupting the major northbound and southbound through movements at this intersection, and others along the corridor. With project traffic, all movements are anticipated to continue operating at an acceptable level of service during the AM peak hour, throughout the 2046 horizon. The majority of movements are also anticipated to continue operating at an acceptable level of service during the PM peak hour, although the westbound and northbound left-turn movements are anticipated to continue operating at LOS E during the PM peak hour, throughout the 2046 horizon. Considering that the project traffic is not anticipated to worsen the existing level of service, no improvements or modifications are anticipated to be needed at this intersection based on the addition of project traffic and this operational level of service analysis.Table 4 provides the results of the LOS analysis conducted at this intersection. 296073000 Pedersen Toyota Expansion Page 24 Table 4 – Kensington Dr & College Ave LOS Results LT TH/RT LT TH/RT LT TH RT LT TH RT Delay 49.1 (53.5) 48.8 (49.7) 49.8 (56.1) 46.9 (49.4) 22.0 (71.1) 25.7 (24.7) 18.8 (19.1) 12.3 (33.1) 5.9 (8.8) 6.1 (9.2) LOS D (D) D (D) D (E) D (D) C (E) C (C) B (B) B (C) A (A) A (A) Delay LOS Delay LOS Delay 49.1 (53.4) 48.8 (46.9) 49.8 (56.1) 46.9 (49.3) 21.4 (71.1) 24.9 (24.8) 18.2 (19.1) 12.3 (33.3) 5.9 (8.9) 6.1 (9.4) LOS D (D) D (D) D (E) D (D) C (E) C (C) B (B) B (C) A (A) A (A) Delay LOS Delay LOS Delay 49.8 (52.7) 49.4 (48.8) 50.3 (56) 47.0 (47.1) 22.3 (73.4) 25.8 (24.0) 18.8 (18.5) 12.5 (35.6) 6.2 (10.2) 6.4 (10.7) LOS D (D) D (D) D (E) D (D) C (E) C (C) B (B) B (D) A (B) A (B) Delay LOS Delay LOS Delay 50.0 (51.9) 49.6 (46.8) 50.7 (55.2) 47.1 (46.4) 20.5 (73.0) 25.5 (25.3) 17.1 (17.6) 15.2 (38.8) 6.4 (12.8) 6.6 (13.7) LOS D (D) D (D) D (E) D (D) C (E) C (C) B (B) B (D) A (B) A (B) Delay LOS Delay LOS Delay 50.8 (51.2) 50.5 (45.9) 51.4 (55.2) 47.3 (44.3) 20.8 (76.7) 25.5 (25.3) 17.1 (17.6) 15.2 (40.6) 6.6 (14.5) 6.8 (15.6) LOS D (D) D (D) D (E) D (D) C (E) C (C) B (B) B (D) A (B) A (B) Delay LOS Delay LOS C (C)A (B) 25.6 (25.2)6.3 (10.9) C (C) 6.1 (9.4) A (A) 2025 Existing Time Period EB Approach WB Approach NB Approach SB Approach 48.5 (50.4)25.3 (26.0)6.6 (13.6) D (D)C (C)A (B) Metric 48.0 (52.5) D (D) D (D) 48.2 (51.1) D (D) Apch. Int. Mvt. Apch. Int. Mvt. 2026 Total Mvt. Apch. Int. Mvt. 2046 Total AM (PM) Peak Hour D (D)C (C)A (B) 48.8 (49.2)25.2 (26.4)50.6 (47.8) D (D) 20.0 (23.2) B (C) Apch. 19.7 (22.1) B (C) AM (PM) Peak Hour 49.6 (50.2) D (D) 19.9 (21.0) B (C) Int. 6.8 (15.4) D (D) 19.2 (20.1) B (C) 2046 Background AM (PM) Peak Hour 49.8 (48.5) D (D) B (B) AM (PM) Peak Hour AM (PM) Peak Hour 48.9 (50.9) 48.9 (51.0) D (D) 19.6 (20.0) Mvt. Apch. Int. 25.5 (25.5) 48.0 (52.4)24.8 (25.5)6.1 (9.5) 2026 Background C (C)A (A) 296073000 Pedersen Toyota Expansion Page 25 Kensington Drive and West Access The intersection of Kensington Drive and West Access is unsignalized with stop control on the northbound and southbound access approaches. The intersection movements operate acceptably at LOS B or better during both peak hours under existing conditions. With project traffic, all movements are anticipated to continue operating at an acceptable level of service throughout the 2046 horizon. Therefore, no improvements or modifications are anticipated to be needed at this intersection based on the addition of project traffic and this operational level of service analysis.Table 5 provides the results of the LOS analysis conducted at this intersection. 296073000 Pedersen Toyota Expansion Page 26 Table 5 – Kensington Dr & West Access Level of Service Results LT TH/RT LT TH/RT Delay 7.4 (7.4)-7.4 (7.4)- LOS A (A)-A (A)- Delay LOS Delay LOS Delay 7.4 (7.4)-7.4 (7.4)- LOS A (A)-A (A)- Delay LOS Delay LOS Delay 7.4 (7.5)-7.5 (7.4)- LOS A (A)-A (A)- Delay LOS Delay LOS Delay 7.4 (7.4)-7.4 (7.4)- LOS A (A)-A (A)- Delay LOS Delay LOS Delay 7.4 (7.5)-7.5 (7.4)- LOS A (A)-A (A)- Delay LOS Delay LOS 9.7 (9.5)9.0 (10.6) A (A)A (B) A (A)A (B) 9.8 (9.6)9.1 (10.8) A (A)A (B) 9.4 (9.3)8.6 (10.1) A (A)A (B) 9.4 (9.2)8.6 (10.0) 9.4 (9.3) A (A) 8.6 (10.1) A (B) LT/TH/RT LT/TH/RT 2026 Total Int.5.0 (4.9) - (-) - (-)- (-)A (A)A (B)Apch.2.8 (2.1)2.6 (1.2)9.7 (9.5)9.0 (10.6) 2046 Total AM (PM) Peak Hour Mvt. Int.5.3 (5.3) - (-) 2.9 (2.3)2.8 (1.3)9.8 (9.6)9.1 (10.8) AM (PM) Peak Hour Mvt. Apch. Int.5.0 (4.2) - (-) - (-)- (-)A (A)A (B) 2046 Background AM (PM) Peak Hour Mvt. Apch.1.9 (1.1)3.1 (1.5)9.5 (9.2)8.6 (10.0) - (-)- (-)A (A)A (B) Int.5.3 (4.6) - (-) Apch.2.1 (1.3)3.4 (1.7)9.4 (9.3)8.6 (10.1) 2026 Background AM (PM) Peak Hour Mvt. - (-)- (-)A (A)A (B) Int.5.3 (4.7) - (-) 2.1 (1.3)3.4 (1.7)9.4 (9.3)8.6 (10.1) 2025 Existing AM (PM) Peak Hour Mvt. Apch.- (-)- (-)A (A)A (B) Time Period Metric EB Approach WB Approach NB Approach SB Approach 296073000 Pedersen Toyota Expansion Page 27 Kensington Drive and East Access The intersection of Kensington Drive and East Access is unsignalized with stop control on the southbound access approach. The intersection movements operate acceptably at LOS B or better during both peak hours under existing conditions. With project traffic, all movements are anticipated to continue operating at an acceptable level of service throughout the 2046 horizon. Therefore, no improvements or modifications are anticipated to be needed at this intersection based on the addition of project traffic and this operational level of service analysis.Table 6 provides the results of the LOS analysis conducted at this intersection. 296073000 Pedersen Toyota Expansion Page 28 Table 6 – Kensington Dr & East Access Level of Service Results LT TH TH RT Delay 7.4 (7.5)--- LOS A (A)--- Delay LOS Delay LOS Delay 7.5 (7.5)--- LOS A (A)--- Delay LOS Delay LOS Delay 7.6 (7.5)--- LOS A (A)--- Delay LOS Delay LOS Delay 7.5 (7.5)--- LOS A (A)--- Delay LOS Delay LOS Delay 7.6 (7.6)--- LOS A (A)--- Delay LOS Delay LOS 2026 Total AM (PM) Peak Hour AM (PM) Peak Hour Mvt. B (B) 10.1 (10.9) B (B) 10.0 (10.9) Apch.1.9 (1.1)- LT/RT 9.5 (9.9) A (A) 9.5 (9.9) A (A) 9.6 (10.0) A (B) 10.0 (10.9) 10.1 (10.9) 2046 Total 2.1 (1.3)- Int.2.2 (3.7) - (-) - (-)-B (B) - (-)-B (B) Mvt. Apch. Int.1.4 (2.3) - (-) Int.2.4 (4.0) - (-) Apch.1.2 (0.7)-9.6 (10.0) 2046 Background AM (PM) Peak Hour Mvt. - (-)-A (B) -9.5 (9.9) Int.1.6 (2.6) - (-) Apch. 2026 Background AM (PM) Peak Hour Mvt. - (-)-A (A) 1.4 (0.9) Int.1.6 (2.7) - (-) AM (PM) Peak Hour Mvt. Apch.- (-)-A (A) 1.4 (0.9)-9.5 (9.9) 2025 Existing Time Period Metric EB Approach WB Approach SB Approach 296073000 Pedersen Toyota Expansion Page 29 5.3 CDOT Turn Bay Length Analysis The threshold for requiring an access permit along CDOT roadways occurs when project traffic is anticipated to increase the existing access traffic volumes by more than 20 percent. Based on traffic projections, the addition of project traffic on the west leg of Kensington Drive at College Avenue (US-287) is anticipated to increase existing traffic by more than 20 percent. Therefore, CDOT may request an access permit be provided at this intersection. Auxiliary turn lanes along CDOT controlled highways are to be implemented based on volume threshold requirements set forth in the State Highway Access Code (SHAC). College Avenue (US-287) is categorized as a Non-Rural Arterial (NR-B) with three through lanes in each direction and a posted speed limit of 40 miles per hour adjacent to the site. According to the SHAC for category NR-B roadways, the turn lane warrants are as follows: · A left turn lane with storage length plus taper is required for any access with a projected peak hour left ingress turning volume greater than 25 vehicles per hour. · A right turn lane with storage length plus taper is required for any access with a projected peak hour right ingress turning volume greater than 50 vehicles per hour. · An acceleration lane is generally not required. · However, the SHAC states that for certain highway categories including NR-A, R-A, and R-B, right turn deceleration and acceleration lanes are generally not required on roadways with three or more travel lanes in the direction of the right turn. While the SHAC does not include this language specifically for NR-B highways, the language is included for highway categories that typically feature higher volumes and higher speeds; therefore, it was assumed that this exception is also applicable to NR-B highways. The SHAC also defines the standard design of turn lanes, including requirements for taper lengths, deceleration or acceleration lengths, and storage lengths. According to the SHAC for category NR-B category roadways, the total length for left and right turn lanes should include the taper length and storage length. Based on the posted speed limit of 40 miles per hour, the taper rate for left and right turn lanes should be 12:1. Considering that the turn lanes are approximately 12 feet wide, the taper length should be at least 144 feet long. The SHAC also recommends that the tapers for left and right turn lanes be designed as asymmetrical reverse curves. 296073000 Pedersen Toyota Expansion Page 30 Based on the traffic volume projections and the above thresholds, auxiliary turn lane requirements at the intersection of Kensington Drive and College Avenue (US-287) are as follows: · A northbound left turn lane does exist and is warranted based on the 2025 existing traffic volumes. The existing turn lane features approximately 125 feet of storage and a 40-foot taper. Based on 2046 total volumes, the 95th percentile queues are anticipated to be less than the existing storage length provided. While the existing storage length is anticipated to be sufficient, the existing taper length does not appear to be in compliance with the SHAC. However, the existing taper length is constrained by the southbound left turn lane at the intersection of College Avenue (US-287) and Harmony Road to the south. The SHAC also states that when physical constraints necessitate reducing part of the turn lane, the transition taper length should be reduced first. Therefore, it is believed this turn lane and taper length, in its existing configuration, is sufficient and meets CDOT standards. · A northbound right turn lane does exist and is warranted based on the 2025 existing traffic volumes. The existing turn lane features approximately 125 feet of storage and technically no taper; however, there is an unstriped full width lane 90 feet in length. Based on the 2046 total volumes the 95th percentile queues are anticipated to be less than the existing storage length provided. While the existing storage length is anticipated to be sufficient, the existing taper length does not appear to be in compliance with the SHAC. However, the ability to provide a taper is constrained by the available right of way along the east side of College Avenue (US-287). The SHAC also states that when physical constraints necessitate reducing part of the turn lane, the transition taper length should be reduced first. Therefore, it is believed this turn lane and taper length, in its existing configuration, is sufficient and meets CDOT standards. It is recommended that if the property at the northeast corner of the intersection between College Avenue (US-287) and Harmony Road is ever redeveloped, the City and CDOT consider modifications to the existing right of way that would allow for the existing eastern edge of College Avenue (US-287) to be widened. A future alternative could be transitioning the channelized westbound right turn lane at Harmony Road into the northbound right turn lane at Kensington Drive. 296073000 Pedersen Toyota Expansion Page 31 · A southbound left turn lane does exist and is warranted based on the 2025 existing traffic volumes. The existing turn lane features approximately 200 feet of storage and a 145-foot taper. Based on the 2046 total volumes, the 95th percentile queues are anticipated to be less than the existing storage length provided. Therefore, it is believed this turn lane and taper length, in its existing configuration, is sufficient and meets CDOT standards. · A southbound right turn lane does not exist and could be considered warranted based on the 2026 total traffic volumes. However, based on the exception provided in the SHAC for roadways with three or more travel lanes in the direction of the right turn, it is not recommended that a southbound right turn lane be provided. This recommendation is further supported by the fact that intersection operations are anticipated to be acceptable by the 2046 horizon year, without the installation of a southbound right turn lane. Furthermore, if a southbound right turn lane were to be installed it would require the removal of numerous existing trees and landscaping as well as limit the ability for the City to provide the preferred pedestrian facilities along the west side of College Avenue (US- 287). 5.4 Vehicle Queuing Analysis A vehicle queuing analysis was conducted for the study area intersections. The queuing analysis was performed using Synchro presenting the results of the 95th percentile queue lengths. Results are shown in the following Table 7 with calculations provided within the level of service operational sheets of Appendix D for unsignalized intersections and Appendix E for signalized intersections. All queues are anticipated to remain within the existing turn lane lengths through 2046 except the eastbound left turn queue at the intersection of Kensington Drive and College Avenue (US-287). The queue is anticipated to exceed the existing storage during the PM peak hour in 2046. During the PM peak hour, the queue is anticipated to exceed the existing storage by approximately one vehicle. This left turn lane cannot be extended due to the proximity to the East Access driveway. Considering the scale and frequency of the anticipated 2046 queue length, and the geometric constraints, no geometric improvements are recommended. 296073000 Pedersen Toyota Expansion Page 32 Table 7 – Turn Lane Queuing Analysis Results Intersection Turn Lane Existing Turn Lane Length 2026 Calculated Queue (AM/PM) 2026 Recommended Length 2046 Calculated Queue (AM/PM) 2046 Recommended Length Kensington & Mason (#1) Westbound Approach Southbound Left DNE DNE 25’/50’ 25/25’ DNE DNE 25’/75’ 25’/25’ DNE DNE Kensington & West Access (#2) Eastbound Left Westbound Left Northbound Approach Southbound Approach DNE DNE DNE DNE 25’/25’ 25’/25’ 25’/25’ 25’/25’ DNE DNE DNE DNE 25’/25’ 25’/25’ 25’/25’ 25’/25’ DNE DNE DNE DNE Kensington & East Access (#3) Eastbound Left Southbound Approach DNE DNE 25’/25’ 25’/25’ DNE DNE 25’/25’ 25’/25’ DNE DNE Kensington & College (#4) Eastbound Left Westbound Left Northbound Left Northbound Right Southbound Left 100’ 125’ 125’ 125’ 200’ 75’/100’ 50’/125’ 50’/75’ 0’/25’ 25’/75’ 100’ 125’ 125’ 125’ 200’ 100’/125’ 50’/125’ 50’/75’ 0’/25’ 25’/75’ 100’ 125’ 125’ 125’ 200’ DNE = Does Not Exist;Red Text = Turn Lane Constraint 5.5 Multimodal Transportation Analysis A multimodal transportation analysis was performed based on the methodology defined in the Fort Collins Multimodal Transportation Level of Service Manual published as Appendix H of the LCUASS. The multimodal transportation analysis included an assessment of level of service for pedestrians and bicycles. Based on direction provided by the City of Fort Collins, the analysis focused on four applicable destination areas located within a quarter mile, or 1,320 feet, of the proposed development. Pedestrian Analysis The five-evaluation metrics specific to pedestrian facilities were reviewed as part of this project. These include directness, continuity, street crossings, visual interest and amenity, and security. The City of Fort Collins has established minimum level of service thresholds for each of the five- evaluation metrics, based on different categories of pedestrian priority areas. Based on its location, the proposed project falls within the “Activity Centers and Corridors” category of pedestrian priority area. Therefore, the City has LOS C as the minimum level of service for Street Crossings, and LOS B as the minimum level of service for the remaining four evaluation metrics. 296073000 Pedersen Toyota Expansion Page 33 The minimum, actual (or existing), and proposed (or future) level of service for each of the five- evaluation metrics are summarized in Table 8. Each of the five-evaluation metrics is discussed further in the following sections. Table 8 – Pedestrian LOS Analysis Results Description of Applicable Destination Area within 1,320’ (Destination Area Classification) LOS Scenario Directness Continuity Street Crossings Visual Interest & Amenity Security Pedersen Volvo NW corner of Kensington Dr & Mason St (Commercial Access) Minimum Actual Proposed B B B B C C C B B B B B B B B Shopping Plaza, North of Project Site (Target) (Commercial Access) Minimum Actual Proposed B B B B B B C B B B B B B B B Shopping Plaza, East of Project Site (Harbor Freight, Home Goods, Pet Smart) (Commercial Access) Minimum Actual Proposed B B B B B B C C C B B B B B B Shopping Plaza, South of Project Site (Dutch Bros, Once Upon a Child, McDonald’s) (Commercial Access) Minimum Actual Proposed B B B B B B C B B B B B B B B Directness The City of Fort Collins defines directness as the measurement of walking distance to destinations including transit stops, schools, parks, commercial, employment, or activity areas. A grid street pattern with sidewalks typifies the ideal system, allowing a pedestrian to easily travel in any direction. The measurement of directness is the A/M ratio, or the ratio of the Actual distance to a destination by way of pedestrian sidewalk or pathway divided by Minimum distance, as the crow flies. The directness level of service is based on the A/M ratio, as shown in Table 9. Table 9 – Fort Collins Pedestrian Directness LOS Criteria Level of Service A B C D E F A/M Ratio < 1.2 1.2 – 1.4 1.4 – 1.6 1.6 – 1.8 1.8 – 2.0 > 2.0 296073000 Pedersen Toyota Expansion Page 34 The calculated A/M ratio for the proposed site and the destination areas evaluated are summarized in Table 10. The distances considered were measured from the future/existing sidewalk adjacent to the future main entrance of the dealership. Based on the calculations summarized in Table 10, all four destination areas currently experience a directness LOS B. The existing LOS B is anticipated to be maintained with the completion of the proposed project. Table 10 – Pedestrian Directness LOS Calculations Description of Applicable Destination Area within 1,320’ (Destination Area Classification) Actual Distance Minimum Distance A/M Ratio LOS Pedersen Volvo NW corner of Kensington Dr & Mason St (Commercial Access) 925 ft 675 ft 1.37 B Shopping Plaza, North of Project Site (Target) (Commercial Access) 1,125 ft 825 ft 1.36 B Shopping Plaza, East of Project Site (Harbor Freight, Home Goods,Pet Smart) (Commercial Access) 975 ft 825 ft 1.18 B Shopping Plaza, South of Project Site (Dutch Bros, Once Upon a Child,McDonald’s) (Commercial Access) 750 ft 575 ft 1.30 B Destination shown in bold was used for distance measurements Continuity The City of Fort Collins defines continuity as the measurement of completeness of the sidewalk/walkway systems. The measurement of continuity is both the physical consistency and type of sidewalk/walkway, as well as the visual connection from one segment to the next. The continuity level of service is defined by the City as shown in Table 11. 296073000 Pedersen Toyota Expansion Page 35 Table 11 – Fort Collins Pedestrian Continuity LOS Criteria Level of Service A B C D E F Continuity Description Pedestrian sidewalk appears as a single entity with a major activity area or public open space. Continuous stretches of sidewalks which are physically separated by a landscaped parkway. Continuous stretches of sidewalks which may have variable widths, with and without landscaped parkways. Pedestrian corridors are not well connected with several breaches in pedestrian network Significant breaks in continuity. Complete breakdown in pedestrian traffic flow. All people select different routes. No network exists. Within the analysis area, detached sidewalks, separated by a landscaped parkway currently exist in the following areas: · Along the majority of both sides of College Avenue, between Troutman Parkway and Harmony Road. · Along the west side of Mason Street, between the Target Parking Lot and just south of Kensington Drive. · Along both sides of Kensington Drive, east of College Avenue. Within the analysis area, attached sidewalks, directly behind the back of curb currently exist in the following areas: · Along both sides of Kensington Drive, between Mason Street and College Avenue. · Along the east side of Mason Street, between Troutman Parkway and Harmony Road. The following sidewalk/walkway improvements are anticipated as part of the proposed project: · The sidewalk along the west side of College Avenue, within the proposed project limits, will be reconstructed resulting in a 10-foot-wide, detached sidewalk, separated by a landscaped parkway. The sidewalk will reduce down to approximately 7-foot-wide for bump outs that allow for the existing trees within the landscaped parkway to remain in place. · The sidewalk along the north side of Kensington Drive, between Mason Street and College Avenue, will be reconstructed resulting in a 5-foot-wide, attached sidewalk. 296073000 Pedersen Toyota Expansion Page 36 The existing and future continuity level of service for the destination areas evaluated are summarized in Table 8. The Pedersen Volvo destination area currently experiences a continuity LOS C and is expected to maintain this LOS C with the completion of the proposed project. This continuity LOS C is primarily due to the fact that the sidewalk along the north side of Kensington Drive is not separated by a landscaped parkway; however, this stretch of Kensington Drive is a lower speed and lower volume roadway where the need for physical separation from the roadway is not as necessary as it is along higher speed and higher volume roadways such as College Avenue. Furthermore, if a landscaped parkway were to be provided, it would require the removal of a number of trees and other landscaping which exists north of the sidewalk. The remaining three destination areas currently experience a continuity LOS B and are expected to maintain this LOS B with the completion of the proposed project. It should be noted that the sidewalk along the west side of College Avenue, within the proposed project limits, is designed based on the standards defined for a continuity LOS B; therefore, the destination area utilizing this facility was assumed to maintain a continuity LOS B. However, north of the project site, the existing sidewalk is 4-foot-wide and while it is detached from the back of curb, it is not separated from the roadway by a landscaped parkway. While this report does not recommend any improvements to this segment of sidewalk, as it is not within the project limits, existing facilities outside of proposed development limits also have an impact on the anticipated continuity level of service. Street Crossings The City of Fort Collins evaluates street crossings as a measurement of safety at locations for which a pedestrian is required to cross a street. The measurement of street crossings considers both the exposure of pedestrians to automobiles, and design elements that positively reflect the presence of pedestrians. When evaluating street crossings, the City considers crossings as one of four classifications: signalized crossings, unsignalized crossings of a major street, unsignalized crossings of a minor street, and mid-block crossings. The street crossings level of service for signalized crossings is defined by the City as shown in Table 12. The street crossings level of service for the other three classifications of crossings is based on the presence and condition of crosswalks. 296073000 Pedersen Toyota Expansion Page 37 Two of the evaluated destination areas will require crossings at the signalized intersection of Kensington Drive and College Avenue. The calculated street crossing level of service for the signalized street crossings that may be utilized by pedestrians traveling from the site to the evaluated destination areas are summarized in Table 13. The only other intersection pedestrians may have to cross to reach the evaluated destination areas is the unsignalized intersection of Kensington Drive and Mason Street. This intersection features lighting and ADA ped ramps. A crosswalk is provided across the north leg of Mason Street. This crosswalk was installed in due to the presence of the Pedersen Volvo dealership, as it relates to the Pedersen Toyota dealership. Table 12 – Fort Collins Pedestrian Signalized Street Crossing LOS Criteria Level of Service A B C D E F Signalized Crossings ≤ 3 lanes to cross There is a clear view of vehicular and pedestrian signal heads Crosswalks are present and well marked Intersection and crosswalks are well lit so that pedestrians are visible at night Standard curb ramps Automatic pedestrian signal phase Amenities, signing, and sidewalk and roadway character strongly suggests presence of pedestrian crossings Unobstructed views of drivers and pedestrians 4 or 5 lanes to cross and/or Missing 2 elements of A 6 or more lanes to cross and/or Missing 4 elements of A Missing 5 elements of A Missing 6 elements of A Missing 7 elements of A 296073000 Pedersen Toyota Expansion Page 38 Table 13 – Pedestrian Signalized Street Crossing LOS Calculations Intersection (Crossing Leg) # of Lanes to Cross Clear View of Veh & Ped Signal Heads? X-Walks Present & Well Marked? Int. & X- Walks Well Lit? Standard Curb Ramps? Auto Ped Phase? Character Suggesting Presence of Peds? Unobstructed Views?LOS Kensington Dr & College Ave (Kensington Dr) 3 Yes Yes Yes Yes Yes, Actuated Yes Yes B Kensington Dr & College Ave (College Ave) 8/9 Yes Yes Yes Yes Yes, Actuated Yes Yes C The existing and future street crossing level of service for the destination areas evaluated are summarized in Table 8. All of the destination areas currently experience a street crossing LOS C or better and are expected to maintain this LOS C with the completion of the proposed project. Visual Interest and Amenity The City of Fort Collins defines visual interest and amenity as the measurement of the pedestrian system’s attractiveness and features. The visual interest and amenity level of service is defined by the City as shown in Table 14. Table 14 – Fort Collins Pedestrian Visual Interest & Amenity LOS Criteria Level of Service A B C D E F Visual Interest & Amenity Description Visually appealing and compatible with local architecture. Generous sidewalk width, active building frontages, pedestrian lighting, street trees, and quality street furniture. Generous sidewalks, visual clarity, some street furniture and landscaping, no blank street walls. Functionally operational with less importance to visual interest or amenity. Design ignores pedestrian with negative mental image. Comfort and convenience nonexistent, design has overlooked needs of users. Total discomfort and intimidation. 296073000 Pedersen Toyota Expansion Page 39 The existing and future visual interest and amenity level of service for the destination areas evaluated are summarized in Table 8. All of the destination areas currently experience a visual interest and amenity LOS B, by providing sidewalks with landscaping and visually appealing buildings. All of the destination areas are expected to maintain this LOS B with the completion of the proposed project. Security The City of Fort Collins defines security as the measurement of the pedestrian’s sense of security. The evaluation metric considers presence of other people using sidewalks, lighting, and clear lines of sight. The security level of service is defined by the City as shown in Table 15. Table 15 – Fort Collins Pedestrian Security LOS Criteria Level of Service A B C D E F Security Description Sense of security enhanced by presence of other people using sidewalks and overlooking them from adjacent buildings. Good lighting and clear sight lines. Good lighting levels and unobstructed lines of sight. Unobstructed lines of sight. Sidewalk configuration and parked cars may inhibit vigilance from the street. Major breaches in pedestrian visibility from street, adjacent land uses and activities. Streetscape is pedestrian intolerant. The existing and future security level of service for the destination areas evaluated are summarized in Table 8. All of the destination areas currently experience a security LOS B, by providing good lighting levels and unobstructed lines of sight. All of the destination areas are expected to maintain this LOS B with the completion of the proposed project. 296073000 Pedersen Toyota Expansion Page 40 Bicycle Analysis The City of Fort Collins’ bicycle level of service standards are based on connectivity to bike facilities in connecting corridors. For the purposes of analysis, bicycle corridors may contain one of three types of facilities: on-street lanes, off-street paths, and/or on-street routes. Although the most recent LCUASS were published in 2021, Appendix H includes the City’s Multimodal Level of Service Manual, originally published in March of 1997. Based on the City’s manual, it is the City’s policy that on-street lanes provide safer and more direct connectivity than off-street multi- use paths The bike level of service is defined by the City as shown in Table 16. Based on the area of the city in which the proposed site is located, the minimum bicycle level of service is LOS C. Table 16 – Fort Collins Bike LOS Criteria Level of Service A B C D E F Bike Connectivity Description Directly connected to both North/South and East/West on-street lanes Directly connected to both North/South and East/West corridors, at least one of which features on- street lanes Directly connected to either a North/South or an East/West corridor which features on- street lanes Directly connected to either a North/South or an East/West corridor which features an off-street path Indirectly connected via an on- street unstriped route along a low volume local street to one or mor of the above within ¼ mile No direct or indirect connections to either North/South or East/West corridors 296073000 Pedersen Toyota Expansion Page 41 Within the vicinity of the site, on-street bike lanes currently exist along both sides of Mason Street. Based on the existing bike infrastructure the existing bike level of service is LOS C, for all destination areas. This existing LOS C is expected to be maintained with the completion of the proposed project. The bicycle level of service is summarized in Table 17. Table 17 – Bicycle LOS Analysis Results Description of Applicable Destination Area within 1,320’ (Destination Area Classification) Bike Level of Service LOS Scenario Connectivity Pedersen Volvo NW corner of Kensington Dr & Mason St (Commercial Access) Minimum Actual Proposed C C C Shopping Plaza, North of Project Site (Target) (Commercial Access) Minimum Actual Proposed C C C Shopping Plaza, East of Project Site (Harbor Freight, Home Goods, Pet Smart) (Commercial Access) Minimum Actual Proposed C C C Shopping Plaza, South of Project Site (Dutch Bros, Once Upon a Child, McDonald’s) (Commercial Access) Minimum Actual Proposed C C C 296073000 Pedersen Toyota Expansion Page 42 6.0 CONCLUSIONS AND RECOMMENDATIONS Based on the analysis presented in this report, Kimley-Horn believes Pedersen Toyota Expansion will be successfully incorporated into the existing roadway network. The existing roadway network surrounding the automobile dealership site is expected to operate acceptably with expansion project traffic and the existing lane configurations and control throughout the long-term 2046 horizon. Therefore, no transportation improvements or modifications are anticipated to be needed. 296073000 Pedersen Toyota Expansion Appendix A:Conceptual Site Plan TH I S D O C U M E N T , T O G E T H E R W I T H T H E C O N C E P T S A N D D E S I G N S P R E S E N T E D H E R E I N , A S A N I N S T R U M E N T O F S E R V I C E , I S I N T E N D E D O N L Y F O R T H E S P E C I F I C P U R P O S E A N D C L I E N T F O R W H I C H I T W A S P R E P A R E D . R E U S E O F A N D I M P R O P E R R E L I A N C E O N T H I S D O C U M E N T W I T H O U T W R I T T E N A U T H O R I Z A T I O N A N D A D A P T A T I O N B Y K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . S H A L L B E W I T H O U T L I A B I L I T Y T O K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . R Know what's below. Call before you dig. DESIGNED BY: DRAWN BY: CHECKED BY: DATE: NO . RE V I S I O N BY DA T E © 2 0 2 5 K I M L E Y - H O R N A N D A S S O C I A T E S , I N C . 33 2 5 S O U T H T I M B E R L I N E R O A D , S U I T E 1 3 0 FO R T C O L L I N S , C O L O R A D O 8 0 5 2 5 ( 9 7 0 ) 8 2 2 - 7 9 1 1 FOR REVIEW ONLY NOT FOR Kimley-Horn and Associates, Inc. CONSTRUCTION K: \ N C O _ C i v i l \ 2 9 6 0 7 3 0 0 0 _ P e d e r s e n T o y o t a \ C A D D \ P l a n S h e e t s \ C - S I T E . d w g PROJECT NO. SHEET 2/19/2025 RJP ANP EPF 296073000 PE D E R S E N T O Y O T A 44 5 5 S C O L L E G E A V E , F O R T C O L L I N S , C O LEGEND PROPERTY LINE EXISTING EASEMENT PROPOSED CURB AND GUTTER PROPOSED STANDARD-DUTY CONCRETE PAVEMENT PROPOSED HEAVY-DUTY ASPHALT PAVEMENT PROPOSED CONCRETE SIDEWALK PROPOSED LANDSCAPE AREA PROPOSED STANDARD-DUTY ASPHALT PAVEMENT NOTES: 1.ALL DIMENSIONS SHOWN ARE TO FACE OF CURB UNLESS OTHERWISE NOTED. 2.SIDEWALKS AND RAMPS SHALL BE CONSTRUCTED IN COMPLIANCE WITH THE AMERICANS WITH DISABILITIES ACT. BASIS OF BEARINGS: BEARINGS ARE BASED ON THE EAST LINE OF THE SOUTHEAST QUARTER OF SECTION 35, ASSUMED TO BEAR SOUTH 00°12'42" EAST, A DISTANCE OF 2646.04 FEET, AS MONUMENTED AT THE EAST QUARTER CORNER BY A RECOVERED 3" BRASS CAP STAMPED, "LS 17497", FLUSH WITH CONCRETE AND AT THE SOUTHEAST CORNER BY A RECOVERED NO. 6 REBAR WITH 2.5" ALUMINUM CAP STAMPED, "CITY OF FORT COLLINS, 2010, PLS 17497" IN MONUMENT BOX. BENCH MARK: ELEVATIONS ARE BASED UPON CITY OF FORT COLLINS VERTICAL BENCHMARK CSU-2 WITH A NAVD88 ELEVATION OF 5006.29 FEET. SI T E P L A N 2 MA J O R A M E N D M E N T P L A N S NORTH SCALE: 1" = 30' #PROPOSED PARKING COUNT EEE TTT TTTTTT TTT TTT TTT SSS EEE TTT SSS TTT III SSS WWW EEE EEE TTT TTT TTT EEE EEE WWW WWW WWW III III WWW WWW WWW WWW WWW TTT TTT EEE TTT TTT TTT EEE III TTT EEEEEE EEE TTTTTT EEE TRTRTR EEE WWW SSS TTT EEE TTT TTT TTT SSS SSS TTT SSS SSS SSS DDD DDD DDD DDD DDD S S S S 8 1011 10 4 15 18 11 15 15 20 25 16 13 13 2219 L=222.87, R=400.00 D=031°55'24" L=221.63, R=340.00 D=037°20'57" N00°04'52"W 3.49 N89°54'39"E 575.90 S0 0 ° 0 1 ' 4 5 " E 41 6 . 9 4 L=31.47, R=20.00 D=090°09'19" S89°51'46"W 380.87 L=37.16, R=25.00 D=085°09'54" 34' 26 ' EM E R G E N C Y AC C E S S EA S E M E N T 9' TYP. 19 ' T Y P . 9' TYP. 19 ' T Y P . 9' TYP. 19 ' T Y P . 9' TYP. 19 ' T Y P . 8. 5 ' T Y P . 18' TYP. EX. LIGHT POLE, TYP. PROP. CURB RAMP 6' 5' PROP. CURB RAMP PER LCUASS DWG 707.2 PROP. CURB RAMP PER LCUASS DWG 707.2 26 ' E M E R G E N C Y AC C E S S E A S E M E N T PROP. STORM MANHOLE, TYP. 10' SIDEWALK 10' SIDEWALK CONNECT TO EX. 4' SIDEWALK 29' 6' PROP. CURB RAMP PROP. ADA PARKING SPOTS PROP. CURB RAMP PER LCUASS DWG 1603 PROP. STORM INLET, TYP. 8. 5 ' T Y P . 18' TYP . PROP. LANDSCAPE ISLAND, TYP. 24' E M E R G E N C Y ACC E S S E A S E M E N T EX. FIRE HYDRANT 20 ' 20 ' ONE-WAY ARROW MARKING, TYP. 24 ' E M E R G E N C Y AC C E S S E A S E M E N T 24 ' E M E R G E N C Y AC C E S S E A S E M E N T 26 ' E M E R G E N C Y AC C E S S E A S E M E N T 26' EMERGENCY ACCESS EASEMENT PROP. TRASH ENCLOSURE 24' 8'11' 5' 18 ' T Y P . 8.5' TYP.8.5 ' T Y P . 18' T Y P . 8.5' TYP. 18 ' T Y P . 8' UTILIT Y E A S E M E N T REC. NO . 5 6 5 8 6 4 DRAINAGE EASEMENT (WIDTH VARIES) REC. NO. 565864 SO U T H M A S O N S T R E E T (6 0 ' R . O . W . RE C . N O . 2 7 8 7 3 7 ) 10 ' U T I L I T Y E A S E M E N T RE C . N O . 5 6 5 8 6 4 4301 S. COLLEGE AVE. LOT 2, FOSSIL CREEK COMMERCIAL PLAZA 1ST REPLAT6' UTILITY EASEMENT REC. NO. 278737 55 ' U T I L I T Y E A S E M E N T RE C . N O . 2 7 8 7 3 7 20' ACCESS EASEMENT REC. NO. 297855 EX. STREET LIGHT, TYP. EX. TRANSFORMER KENSINGTON DRIVE (PUBLIC R.O.W. VARIES) 4512 S. MASON ST. LOT 1, THE GATEWAY AT HARMONT ROAD P.U.D. 3RD FILING 103 KENSINGTON DR. LOT 1, KENSINGTON COMMONS 30 ' R . O . W . D E D I C A T I O N RE C . N O . 2 7 8 7 3 7 24 ' R . O . W . D E D I C A T I O N RE C . N O . 2 7 9 7 3 7 SO U T H C O L L E G E A V E N U E A. K . A . S T A T E H I G H W A Y 2 8 7 (P U B L I C R . O . W . V A R I E S ) VARIABLE WIDTH R.O.W. STATE HIGHWAY 287 16' RIGHT-OF-WAY REC. NO. 88032686 8.5' TYP. 18 ' T Y P . 8.5' TYP. 18 ' T Y P . 8.5' TYP. 18 ' T Y P . 8.5' TYP. 18 ' T Y P . 8.5' TYP. 18 ' T Y P . 8.5' TYP. 18 ' T Y P . 8. 5 ' T Y P . 18' TYP . 8. 5 ' T Y P . 18' TYP. 8' U T I L I T Y EA S E M E N T 15' UTILITY EASEMENT 15' S E T B A C K 5' S E T B A C K 15' SETBACK 10 ' S E T B A C K PROP. GAS METER PROP. BIKE RACK 224 W. HARMONY RD. LOT 1, FORT COLLINS JEEP 4455 S. MASON ST. LOT 1, PEDERSEN AUTO PLAZA SUBDIVISION 2ND FILING PROP. TIRE STORAGE AREA 26' EMERGENCY ACCESS EASEMENT PROP. STORM INLET, TYP. PROP. MONUMENT SIGN 15 15 15 15 8.5' TYP. 18 ' T Y P . 8.5' TYP. 18 ' T Y P . 8.5' TYP. 18 ' T Y P . 8' 5' 4455 S. COLLEGE AVE. PEDERSEN TOYOTA BUILDING 44,075 SF TOTAL BUILDING EXPANSION 11,347 SF BUILDING EXPANSION 20,485 SF 296073000 Pedersen Toyota Expansion Appendix B:Intersection Count Sheets www.idaxdata.com Date: Peak Hour Count Period: Peak Hour: HV%PHF EB ---- WB 0%0.73 NB 0%0.90 SB 1%0.85 TOTAL 1%0.95 Peak Hour Count Summaries UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 8:00 AM 0 0 0 0 0 4 0 11 0 0 33 12 0 8 34 0 102 0 8:15 AM 0 0 0 0 0 5 0 17 0 0 42 20 0 10 22 0 116 0 8:30 AM 0 0 0 0 0 3 0 16 0 0 49 12 0 9 27 0 116 0 8:45 AM 0 0 0 0 0 2 0 6 0 0 48 6 0 7 39 0 108 442 0 0 0 0 0 14 0 50 0 0 172 50 0 34 122 0 442 0 0 0 0 0 0 0 0 0 0 1 0 0 0 2 0 3 -----0%-0%--1%0%-0%2%-1% EB WB NB SB EB WB NB SB E W N S 8:00 AM 0 0 0 1 0 0 0 0 0 0 0 0 8:15 AM 0 0 1 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 1 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour 0 0 1 2 0 0 0 0 0 0 0 030 0 0 1 0 0 0 0 1 0 0 1 0 0 Bicycles Pedestrians (Crossing Leg) Total Total Total Interval Start Heavy Vehicle Totals Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count. Rolling Hour TotalEastboundWestboundNorthboundSouthbound Peak Hour Interval Start n/a Kensington Dr Mason St Mason St 15-min Total 8:00 AM to 9:00 AM 1/14/2025 7:00 AM to 9:00 AMN Mason St Kensington Dr Kensington Dr Ma s o n S t Ma s o n S t 442TEV: 0.9526PHF: 12 2 34 15 6 22 2 0 50 14 64 84 0 50 17 2 22 2 13 6 0 0 0 00 0 0 0 0 0 0 TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - All Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 0 0 0 3 0 2 0 0 17 4 0 4 19 0 49 0 7:15 AM 0 0 0 0 1 1 0 4 0 0 26 18 0 3 16 0 69 0 7:30 AM 0 0 0 0 0 5 0 9 0 0 34 8 0 7 17 0 80 0 7:45 AM 0 0 0 0 0 4 0 9 0 0 45 16 0 6 18 0 98 296 8:00 AM 0 0 0 0 0 4 0 11 0 0 33 12 0 8 34 0 102 349 8:15 AM 0 0 0 0 0 5 0 17 0 0 42 20 0 10 22 0 116 396 8:30 AM 0 0 0 0 0 3 0 16 0 0 49 12 0 9 27 0 116 432 8:45 AM 0 0 0 0 0 2 0 6 0 0 48 6 0 7 39 0 108 442 Count Total 0 0 0 0 1 27 0 74 0 0 294 96 0 54 192 0 738 0 0 0 0 0 14 0 50 0 0 172 50 0 34 122 0 442 0 0 0 0 0 0 0 0 0 0 1 0 0 0 2 0 3 -----0%-0%--1%0%-0%2%-1% EB WB NB SB EB WB NB SB E W N S 7:00 AM 0 0 0 1 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 1 0 0 0 0 0 0 0 0 7:30 AM 0 1 1 1 0 0 0 0 0 0 0 0 7:45 AM 0 0 1 1 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 1 0 0 0 0 0 0 0 0 8:15 AM 0 0 1 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 1 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 1 3 6 0 0 0 0 0 0 0 0 Peak Hour 0 0 1 2 0 0 0 0 0 0 0 0 10 0 0 3 0 0 1 0 0 0 0 0 1 0 0 1 0 0 3 0 0 2 0 0 1 0 0 1 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start n/a Kensington Dr Mason St Mason St 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - Heavy Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 7:30 AM 0 0 0 0 0 0 0 1 0 0 1 0 0 0 1 0 3 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 2 7 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 7 8:15 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 7 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 5 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 Count Total 0 0 0 0 0 0 0 1 0 0 3 0 0 0 6 0 10 Pk Hr Heavy 0 0 0 0 0 0 0 0 0 0 1 0 0 0 2 0 3 Count Summaries - Bikes UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15-min Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start n/a Kensington Dr Mason St Mason St Interval Start n/a Kensington Dr Mason St Mason St 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Date: Peak Hour Count Period: Peak Hour: HV%PHF EB ---- WB 0%0.93 NB 1%0.82 SB 0%0.91 TOTAL 0%0.91 Peak Hour Count Summaries UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:45 PM 0 0 0 0 0 10 0 13 0 0 47 9 0 7 67 0 153 0 5:00 PM 0 0 0 0 0 19 0 6 0 0 52 10 0 11 77 0 175 0 5:15 PM 0 0 0 0 0 13 0 15 0 0 68 12 0 12 69 0 189 0 5:30 PM 0 0 0 0 0 14 0 14 0 0 59 6 0 8 70 0 171 688 0 0 0 0 0 56 0 48 0 0 226 37 0 38 283 0 688 0 0 0 0 0 0 0 0 0 0 2 0 0 0 1 0 3 -----0%-0%--1%0%-0%0%-0% EB WB NB SB EB WB NB SB E W N S 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 2 0 0 0 0 0 0 0 1 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 1 0 1 0 0 0 0 0 0 Peak Hour 0 0 2 1 0 1 0 0 0 0 1 031 1 0 0 0 0 1 1 0 0 0 2 0 1 Bicycles Pedestrians (Crossing Leg) Total Total Total Interval Start Heavy Vehicle Totals Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count. Rolling Hour TotalEastboundWestboundNorthboundSouthbound Peak Hour Interval Start n/a Kensington Dr Mason St Mason St 15-min Total 4:45 PM to 5:45 PM 1/14/2025 4:00 PM to 6:00 PMN Mason St Kensington Dr Kensington Dr Ma s o n S t Ma s o n S t 688TEV: 0.9101PHF: 28 3 38 32 1 27 4 0 48 56 104 75 0 37 22 6 26 3 33 9 0 0 0 00 1 0 1 0 0 0 TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - All Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 0 0 0 11 0 16 0 0 53 13 0 11 75 0 179 0 4:15 PM 0 0 0 0 0 8 0 13 0 0 54 12 0 11 77 0 175 0 4:30 PM 0 0 0 0 0 6 0 9 0 0 49 10 0 7 78 0 159 0 4:45 PM 0 0 0 0 0 10 0 13 0 0 47 9 0 7 67 0 153 666 5:00 PM 0 0 0 0 0 19 0 6 0 0 52 10 0 11 77 0 175 662 5:15 PM 0 0 0 0 0 13 0 15 0 0 68 12 0 12 69 0 189 676 5:30 PM 0 0 0 0 0 14 0 14 0 0 59 6 0 8 70 0 171 688 5:45 PM 0 0 0 0 0 11 0 9 0 0 56 7 0 9 58 0 150 685 Count Total 0 0 0 0 0 92 0 95 0 0 438 79 0 76 571 0 1,351 0 0 0 0 0 56 0 48 0 0 226 37 0 38 283 0 688 0 0 0 0 0 0 0 0 0 0 2 0 0 0 1 0 3 -----0%-0%--1%0%-0%0%-0% EB WB NB SB EB WB NB SB E W N S 4:00 PM 0 0 3 2 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 1 0 0 0 1 0 0 0 0 4:30 PM 0 1 0 2 0 0 1 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 2 0 0 0 0 0 0 0 1 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 1 0 1 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 1 5 6 0 1 1 1 0 0 1 0 Peak Hour 0 0 2 1 0 1 0 0 0 0 1 0 12 3 1 3 1 1 1 1 0 0 0 0 2 0 1 0 0 0 3 1 0 0 0 0 5 0 0 1 1 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start n/a Kensington Dr Mason St Mason St 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - Heavy Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 0 0 0 0 0 0 0 0 3 0 0 0 2 0 5 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 4:30 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 1 1 0 3 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9 5:00 PM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 6 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 3 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 Count Total 0 0 0 0 0 1 0 0 0 0 5 0 0 2 4 0 12 Pk Hr Heavy 0 0 0 0 0 0 0 0 0 0 2 0 0 0 1 0 3 Count Summaries - Bikes UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 1 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Count Total 0 0 0 0 0 0 0 1 0 0 0 1 0 1 0 0 3 Pk Hr Bike 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 15-min Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start n/a Kensington Dr Mason St Mason St Interval Start n/a Kensington Dr Mason St Mason St 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Date: Peak Hour Count Period: Peak Hour: HV%PHF EB 0%0.71 WB 1%0.87 NB 0%0.91 SB 0%0.45 TOTAL 0%0.82 Peak Hour Count Summaries UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:30 AM 0 2 7 7 0 8 10 3 0 4 0 18 0 0 0 1 60 0 7:45 AM 0 11 5 6 0 4 7 3 0 4 0 14 0 0 0 3 57 0 8:00 AM 0 4 8 7 0 7 7 6 0 4 0 19 0 0 0 5 67 0 8:15 AM 0 8 9 14 0 14 4 0 0 6 0 15 0 0 0 11 81 265 0 25 29 34 0 33 28 12 0 18 0 66 0 0 0 20 265 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 -0%0%0%-0%4%0%-0%-0%---0%0% EB WB NB SB EB WB NB SB E W N S 7:30 AM 0 1 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour 0 1 0 0 0 0 0 0 0 0 0 010 0 0 0 0 0 0 0 1 0 0 0 0 0 Bicycles Pedestrians (Crossing Leg) Total Total Total Interval Start Heavy Vehicle Totals Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count. Rolling Hour TotalEastboundWestboundNorthboundSouthbound Peak Hour Interval Start Kensington Dr Kensington Dr West Access West Access 15-min Total 7:30 AM to 8:30 AM 1/14/2025 7:00 AM to 9:00 AM 0 0 0 0 0 0 000 0 0 0 0 0 0 0 N West Access Kensington Dr Kensington Dr We s t A c c e s s Kensington Dr We s t A c c e s s 265TEV: 0.8179PHF: 20 0 0 20 37 0 12 28 33 73 950 66018 8467 0 34 29 25 88 66 0 TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - All Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 1 3 4 0 10 4 3 0 1 0 9 0 0 0 0 35 0 7:15 AM 0 5 8 9 0 6 4 4 0 2 0 11 0 0 1 0 50 0 7:30 AM 0 2 7 7 0 8 10 3 0 4 0 18 0 0 0 1 60 0 7:45 AM 0 11 5 6 0 4 7 3 0 4 0 14 0 0 0 3 57 202 8:00 AM 0 4 8 7 0 7 7 6 0 4 0 19 0 0 0 5 67 234 8:15 AM 0 8 9 14 0 14 4 0 0 6 0 15 0 0 0 11 81 265 8:30 AM 0 3 9 9 0 3 1 2 0 11 0 13 0 1 0 6 58 263 8:45 AM 0 2 7 4 0 8 3 0 0 3 0 16 0 0 0 3 46 252 Count Total 0 36 56 60 0 60 40 21 0 35 0 115 0 1 1 29 454 0 25 29 34 0 33 28 12 0 18 0 66 0 0 0 20 265 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 -0%0%0%-0%4%0%-0%-0%---0%0% EB WB NB SB EB WB NB SB E W N S 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 1 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 1 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 1 0 0 0 0 0 0 0 0 1 0 Peak Hour 0 1 0 0 0 0 0 0 0 0 0 0 1 0 1 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Kensington Dr Kensington Dr West Access West Access 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - Heavy Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 Pk Hr Heavy 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 Count Summaries - Bikes UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15-min Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Kensington Dr Kensington Dr West Access West Access Interval Start Kensington Dr Kensington Dr West Access West Access 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Date: Peak Hour Count Period: Peak Hour: HV%PHF EB 0%0.80 WB 0%0.73 NB 0%0.86 SB 2%0.74 TOTAL 0%0.82 Peak Hour Count Summaries UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:45 PM 0 4 9 3 0 8 18 1 0 3 0 8 0 2 0 4 60 0 5:00 PM 0 3 16 2 0 4 14 0 0 3 0 11 0 7 1 8 69 0 5:15 PM 0 4 12 7 1 8 23 0 0 0 0 13 0 8 1 6 83 0 5:30 PM 0 2 11 1 0 1 15 1 0 4 0 6 0 12 0 7 60 272 0 13 48 13 1 21 70 2 0 10 0 38 0 29 2 25 272 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 -0%0%0%0%0%0%0%-0%-0%-0%50%0%0% EB WB NB SB EB WB NB SB E W N S 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 1 0 0 0 0 0 0 1 0 5:15 PM 0 0 0 0 1 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 1 0 0 0 0 0 0 Peak Hour 0 0 0 1 1 1 0 0 0 0 1 012 1 0 0 1 0 0 1 0 0 0 1 0 1 Bicycles Pedestrians (Crossing Leg) Total Total Total Interval Start Heavy Vehicle Totals Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count. Rolling Hour TotalEastboundWestboundNorthboundSouthbound Peak Hour Interval Start Kensington Dr Kensington Dr West Access West Access 15-min Total 4:45 PM to 5:45 PM 1/14/2025 4:00 PM to 6:00 PM 0 1 0 0 0 0 000 0 1 0 1 0 0 0 N West Access Kensington Dr Kensington Dr We s t A c c e s s Kensington Dr We s t A c c e s s 272TEV: 0.8193PHF: 25 2 29 56 15 0 2 70 21 94 1161 38010 4836 0 13 48 13 74 105 0 TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - All Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 3 17 4 0 8 20 0 0 1 0 10 0 1 1 7 72 0 4:15 PM 0 3 17 4 0 9 14 3 0 2 0 16 0 3 0 6 77 0 4:30 PM 0 4 10 4 0 2 8 1 0 3 0 13 0 3 0 6 54 0 4:45 PM 0 4 9 3 0 8 18 1 0 3 0 8 0 2 0 4 60 263 5:00 PM 0 3 16 2 0 4 14 0 0 3 0 11 0 7 1 8 69 260 5:15 PM 0 4 12 7 1 8 23 0 0 0 0 13 0 8 1 6 83 266 5:30 PM 0 2 11 1 0 1 15 1 0 4 0 6 0 12 0 7 60 272 5:45 PM 0 2 9 5 0 5 12 0 0 4 0 7 0 4 0 4 52 264 Count Total 0 25 101 30 1 45 124 6 0 20 0 84 0 40 3 48 527 0 13 48 13 1 21 70 2 0 10 0 38 0 29 2 25 272 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 -0%0%0%0%0%0%0%-0%-0%-0%50%0%0% EB WB NB SB EB WB NB SB E W N S 4:00 PM 0 0 0 0 0 0 0 0 2 1 0 1 4:15 PM 1 0 0 1 1 0 0 0 0 0 0 0 4:30 PM 1 0 0 0 1 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 1 0 0 0 0 0 0 1 0 5:15 PM 0 0 0 0 1 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 1 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 2 0 0 2 3 1 0 0 2 1 1 1 Peak Hour 0 0 0 1 1 1 0 0 0 0 1 0 4 4 5 1 2 1 0 1 0 0 0 0 1 0 1 0 1 0 1 1 0 0 0 0 0 0 4 2 1 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Kensington Dr Kensington Dr West Access West Access 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - Heavy Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 2 0 4:30 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 4 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Count Total 0 1 1 0 0 0 0 0 0 0 0 0 0 0 1 1 4 Pk Hr Heavy 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 Count Summaries - Bikes UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 4:30 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 5:15 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 2 5:30 PM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 2 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 Count Total 0 1 2 0 0 0 1 0 0 0 0 0 0 0 0 0 4 Pk Hr Bike 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 2 15-min Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Kensington Dr Kensington Dr West Access West Access Interval Start Kensington Dr Kensington Dr West Access West Access 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Date: Peak Hour Count Period: Peak Hour: HV%PHF EB 0%0.91 WB 1%0.88 NB ---- SB 0%0.66 TOTAL 0%0.86 Peak Hour Count Summaries UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:30 AM 0 2 23 0 1 0 18 1 0 0 0 0 0 1 0 3 49 0 7:45 AM 0 3 17 0 0 0 14 8 0 0 0 0 0 4 0 0 46 0 8:00 AM 0 6 20 0 0 0 17 8 0 0 0 0 0 4 0 4 59 0 8:15 AM 0 7 17 0 0 0 16 5 0 0 0 0 0 4 0 1 50 204 0 18 77 0 1 0 65 22 0 0 0 0 0 13 0 8 204 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 -0%0%-0%-2%0%-----0%-0%0% EB WB NB SB EB WB NB SB E W N S 7:30 AM 0 1 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 1 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 1 1 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour 0 1 0 0 0 0 0 0 2 1 0 010 3 0 0 0 2 0 0 1 0 0 0 0 1 Bicycles Pedestrians (Crossing Leg) Total Total Total Interval Start Heavy Vehicle Totals Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count. Rolling Hour TotalEastboundWestboundNorthboundSouthbound Peak Hour Interval Start Kensington Dr Kensington Dr n/a East Access 15-min Total 7:30 AM to 8:30 AM 1/14/2025 7:00 AM to 9:00 AM 0 0 0 0 0 0 0 0 1 2 N East Access Kensington Dr Kensington Dr Ea s t A c c e s s Kensington Dr 204TEV: 0.864PHF 8 13 21 40 0 22 65 88 911 77 1895 73 0 TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - All Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 12 0 0 0 17 0 0 0 0 0 0 0 0 0 29 0 7:15 AM 0 5 14 0 0 0 14 4 0 0 0 0 0 0 0 0 37 0 7:30 AM 0 2 23 0 1 0 18 1 0 0 0 0 0 1 0 3 49 0 7:45 AM 0 3 17 0 0 0 14 8 0 0 0 0 0 4 0 0 46 161 8:00 AM 0 6 20 0 0 0 17 8 0 0 0 0 0 4 0 4 59 191 8:15 AM 0 7 17 0 0 0 16 5 0 0 0 0 0 4 0 1 50 204 8:30 AM 0 3 20 0 0 0 6 7 0 0 0 0 0 5 0 0 41 196 8:45 AM 0 2 20 0 0 0 8 7 0 0 0 0 0 4 0 2 43 193 Count Total 0 28 143 0 1 0 110 40 0 0 0 0 0 22 0 10 354 0 18 77 0 1 0 65 22 0 0 0 0 0 13 0 8 204 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 -0%0%-0%-2%0%-----0%-0%0% EB WB NB SB EB WB NB SB E W N S 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 1 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 1 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 1 1 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 2 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 1 0 0 0 0 0 0 4 1 0 0 Peak Hour 0 1 0 0 0 0 0 0 2 1 0 0 1 0 5 1 0 3 0 0 2 0 0 0 0 0 2 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Kensington Dr Kensington Dr n/a East Access 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - Heavy Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 Pk Hr Heavy 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 Count Summaries - Bikes UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15-min Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Kensington Dr Kensington Dr n/a East Access Interval Start Kensington Dr Kensington Dr n/a East Access 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Date: Peak Hour Count Period: Peak Hour: HV%PHF EB 0%0.86 WB 0%0.77 NB ---- SB 0%0.66 TOTAL 0%0.85 Peak Hour Count Summaries UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:45 PM 0 4 14 0 0 0 14 6 0 0 0 0 0 11 0 13 62 0 5:00 PM 0 6 27 0 0 0 15 13 0 0 0 0 0 16 0 3 80 0 5:15 PM 0 3 30 0 0 0 24 7 0 0 0 0 0 6 0 6 76 0 5:30 PM 0 0 29 0 0 0 15 1 0 0 0 0 0 5 0 3 53 271 0 13 100 0 0 0 68 27 0 0 0 0 0 38 0 25 271 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -0%0%---0%0%-----0%-0%0% EB WB NB SB EB WB NB SB E W N S 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 1 0 5:15 PM 0 0 0 0 1 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour 0 0 0 0 1 0 0 0 0 0 1 001 1 0 0 1 0 0 0 0 0 0 0 0 1 Bicycles Pedestrians (Crossing Leg) Total Total Total Interval Start Heavy Vehicle Totals Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count. Rolling Hour TotalEastboundWestboundNorthboundSouthbound Peak Hour Interval Start Kensington Dr Kensington Dr n/a East Access 15-min Total 4:45 PM to 5:45 PM 1/14/2025 4:00 PM to 6:00 PM 1 0 0 0 0 0 1 0 0 0 N East Access Kensington Dr Kensington Dr Ea s t A c c e s s Kensington Dr 271TEV: 0.846PHF 25 38 63 40 0 27 68 95 1380 100 13113 93 0 TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - All Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 7 22 0 0 0 21 4 0 0 0 0 0 6 0 6 66 0 4:15 PM 0 8 26 0 0 0 19 5 0 0 0 0 0 8 0 7 73 0 4:30 PM 0 7 21 0 0 0 8 7 0 0 0 0 0 5 0 3 51 0 4:45 PM 0 4 14 0 0 0 14 6 0 0 0 0 0 11 0 13 62 252 5:00 PM 0 6 27 0 0 0 15 13 0 0 0 0 0 16 0 3 80 266 5:15 PM 0 3 30 0 0 0 24 7 0 0 0 0 0 6 0 6 76 269 5:30 PM 0 0 29 0 0 0 15 1 0 0 0 0 0 5 0 3 53 271 5:45 PM 0 2 18 0 0 0 14 5 0 0 0 0 0 3 0 4 46 255 Count Total 0 37 187 0 0 0 130 48 0 0 0 0 0 60 0 45 507 0 13 100 0 0 0 68 27 0 0 0 0 0 38 0 25 271 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -0%0%---0%0%-----0%-0%0% EB WB NB SB EB WB NB SB E W N S 4:00 PM 0 0 0 0 0 0 0 0 1 0 0 0 4:15 PM 1 0 0 0 1 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 1 0 5:15 PM 0 0 0 0 1 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 1 0 0 0 2 0 0 0 1 0 1 0 Peak Hour 0 0 0 0 1 0 0 0 0 0 1 0 1 2 2 0 1 1 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 1 1 1 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Kensington Dr Kensington Dr n/a East Access 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - Heavy Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Pk Hr Heavy 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Count Summaries - Bikes UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:15 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Count Total 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2 Pk Hr Bike 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 15-min Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Kensington Dr Kensington Dr n/a East Access Interval Start Kensington Dr Kensington Dr n/a East Access 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Date: Peak Hour Count Period: Peak Hour: HV%PHF EB 0%0.91 WB 12%0.85 NB 2%0.90 SB 3%0.89 TOTAL 2%0.90 Peak Hour Count Summaries UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:45 AM 0 9 3 9 0 4 0 6 0 10 313 1 0 3 222 6 586 0 8:00 AM 0 11 4 6 0 4 1 2 0 8 270 1 0 4 189 15 515 0 8:15 AM 0 8 2 11 0 2 1 4 1 10 252 5 0 3 170 10 479 0 8:30 AM 0 9 3 12 0 4 1 5 0 7 287 5 0 3 191 7 534 2,114 0 37 12 38 0 14 3 17 1 35 1,122 12 0 13 772 38 2,114 0 0 0 0 0 3 0 1 0 0 20 0 0 1 20 0 45 -0%0%0%-21%0%6%0%0%2%0%-8%3%0%2% EB WB NB SB EB WB NB SB E W N S 7:45 AM 0 1 4 5 0 0 0 0 0 0 0 0 8:00 AM 0 1 8 4 0 0 0 0 0 0 1 0 8:15 AM 0 1 3 7 0 0 0 0 0 0 0 0 8:30 AM 0 1 5 5 0 0 0 0 0 0 0 0 Peak Hour 0 4 20 21 0 0 0 0 0 0 1 0450 1 0 11 0 0 11 0 10 0 0 13 0 1 Bicycles Pedestrians (Crossing Leg) Total Total Total Interval Start Heavy Vehicle Totals Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count. Rolling Hour TotalEastboundWestboundNorthboundSouthbound Peak Hour Interval Start Kensington Dr Kensington Dr College Ave College Ave 15-min Total 7:45 AM to 8:45 AM 1/14/2025 7:00 AM to 9:00 AM 0 0 0 0 0 0 000 0 0 0 1 0 0 0 N College Ave Kensington Dr Kensington Dr Co l l e g e A v e Kensington Dr Co l l e g e A v e 2,114TEV: 0.9019PHF: 38 77 2 13 82 3 1, 1 7 6 0 17 3 14 34 370 12 1, 1 2 2 35 1, 1 7 0 82 5 1 38 12 37 87 76 0 TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - All Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 2 2 7 0 2 2 1 1 11 193 0 0 1 128 4 354 0 7:15 AM 0 3 0 10 0 0 0 3 0 14 239 0 0 1 133 4 407 0 7:30 AM 0 12 4 11 0 4 2 1 0 9 271 0 0 1 190 9 514 0 7:45 AM 0 9 3 9 0 4 0 6 0 10 313 1 0 3 222 6 586 1,861 8:00 AM 0 11 4 6 0 4 1 2 0 8 270 1 0 4 189 15 515 2,022 8:15 AM 0 8 2 11 0 2 1 4 1 10 252 5 0 3 170 10 479 2,094 8:30 AM 0 9 3 12 0 4 1 5 0 7 287 5 0 3 191 7 534 2,114 8:45 AM 0 10 5 11 0 4 2 7 0 6 284 7 0 4 185 10 535 2,063 Count Total 0 64 23 77 0 24 9 29 2 75 2,109 19 0 20 1,408 65 3,924 0 37 12 38 0 14 3 17 1 35 1,122 12 0 13 772 38 2,114 0 0 0 0 0 3 0 1 0 0 20 0 0 1 20 0 45 -0%0%0%-21%0%6%0%0%2%0%-8%3%0%2% EB WB NB SB EB WB NB SB E W N S 7:00 AM 0 0 3 3 0 0 0 0 0 0 0 1 7:15 AM 0 0 6 3 0 0 0 0 0 0 0 0 7:30 AM 0 1 6 6 0 0 0 0 0 0 0 0 7:45 AM 0 1 4 5 0 0 0 0 0 0 0 0 8:00 AM 0 1 8 4 0 0 0 0 0 0 1 0 8:15 AM 0 1 3 7 0 0 0 0 0 0 0 0 8:30 AM 0 1 5 5 0 0 0 0 0 0 0 0 8:45 AM 0 0 4 8 0 0 0 0 0 0 0 2 Count Total 0 5 39 41 0 0 0 0 0 0 1 3 Peak Hour 0 4 20 21 0 0 0 0 0 0 1 0 85 0 4 45 0 1 11 0 0 12 0 2 13 0 1 11 0 0 13 0 0 10 0 0 6 0 1 9 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Kensington Dr Kensington Dr College Ave College Ave 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - Heavy Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 0 0 0 0 0 0 0 0 3 0 0 0 3 0 6 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 6 0 0 0 3 0 9 0 7:30 AM 0 0 0 0 0 1 0 0 0 0 6 0 0 0 5 1 13 0 7:45 AM 0 0 0 0 0 0 0 1 0 0 4 0 0 1 4 0 10 38 8:00 AM 0 0 0 0 0 1 0 0 0 0 8 0 0 0 4 0 13 45 8:15 AM 0 0 0 0 0 1 0 0 0 0 3 0 0 0 7 0 11 47 8:30 AM 0 0 0 0 0 1 0 0 0 0 5 0 0 0 5 0 11 45 8:45 AM 0 0 0 0 0 0 0 0 0 0 4 0 0 0 8 0 12 47 Count Total 0 0 0 0 0 4 0 1 0 0 39 0 0 1 39 1 85 Pk Hr Heavy 0 0 0 0 0 3 0 1 0 0 20 0 0 1 20 0 45 Count Summaries - Bikes UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15-min Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Kensington Dr Kensington Dr College Ave College Ave Interval Start Kensington Dr Kensington Dr College Ave College Ave 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Date: Peak Hour Count Period: Peak Hour: HV%PHF EB 0%0.71 WB 0%0.83 NB 1%0.98 SB 1%0.95 TOTAL 1%0.97 Peak Hour Count Summaries UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:30 PM 0 10 6 11 0 19 6 10 0 2 287 15 0 9 372 9 756 0 4:45 PM 0 8 3 9 0 17 4 19 1 6 303 11 0 3 337 9 730 0 5:00 PM 0 14 9 24 0 21 8 17 2 6 298 10 0 10 355 14 788 0 5:15 PM 0 13 9 18 0 13 8 11 0 10 293 21 0 9 382 8 795 3,069 0 45 27 62 0 70 26 57 3 24 1,181 57 0 31 1,446 40 3,069 0 0 0 0 0 0 0 0 0 0 11 0 0 0 19 0 30 -0%0%0%-0%0%0%0%0%1%0%-0%1%0%1% EB WB NB SB EB WB NB SB E W N S 4:30 PM 0 0 3 9 0 0 0 0 3 0 0 2 4:45 PM 0 0 4 1 0 0 0 0 0 0 1 0 5:00 PM 0 0 3 7 0 0 0 0 1 0 1 0 5:15 PM 0 0 1 2 1 0 0 0 0 0 0 1 Peak Hour 0 0 11 19 1 0 0 0 4 0 2 3301 9 1 10 0 2 3 1 12 0 5 5 0 1 Bicycles Pedestrians (Crossing Leg) Total Total Total Interval Start Heavy Vehicle Totals Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count. Rolling Hour TotalEastboundWestboundNorthboundSouthbound Peak Hour Interval Start Kensington Dr Kensington Dr College Ave College Ave 15-min Total 4:30 PM to 5:30 PM 1/14/2025 4:00 PM to 6:00 PM 0 1 0 0 0 0 000 0 0 0 2 3 0 4 N College Ave Kensington Dr Kensington Dr Co l l e g e A v e Kensington Dr Co l l e g e A v e 3,069TEV: 0.9651PHF: 40 1, 4 4 6 31 1, 5 1 7 1, 2 8 3 0 57 26 70 153 1150 57 1, 1 8 1 24 1, 2 6 5 1, 5 8 1 3 62 27 45 134 90 0 TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - All Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 9 10 9 0 17 12 14 2 6 269 24 0 13 388 8 781 0 4:15 PM 0 9 6 16 0 19 6 21 1 7 294 12 0 6 357 8 762 0 4:30 PM 0 10 6 11 0 19 6 10 0 2 287 15 0 9 372 9 756 0 4:45 PM 0 8 3 9 0 17 4 19 1 6 303 11 0 3 337 9 730 3,029 5:00 PM 0 14 9 24 0 21 8 17 2 6 298 10 0 10 355 14 788 3,036 5:15 PM 0 13 9 18 0 13 8 11 0 10 293 21 0 9 382 8 795 3,069 5:30 PM 0 8 6 16 0 18 8 17 1 3 249 19 0 12 379 9 745 3,058 5:45 PM 0 7 3 13 0 15 5 16 2 7 283 6 0 5 280 7 649 2,977 Count Total 0 78 52 116 0 139 57 125 9 47 2,276 118 0 67 2,850 72 6,006 0 45 27 62 0 70 26 57 3 24 1,181 57 0 31 1,446 40 3,069 0 0 0 0 0 0 0 0 0 0 11 0 0 0 19 0 30 -0%0%0%-0%0%0%0%0%1%0%-0%1%0%1% EB WB NB SB EB WB NB SB E W N S 4:00 PM 0 1 2 3 0 0 0 0 0 0 1 0 4:15 PM 0 0 3 6 0 0 0 0 0 0 0 0 4:30 PM 0 0 3 9 0 0 0 0 3 0 0 2 4:45 PM 0 0 4 1 0 0 0 0 0 0 1 0 5:00 PM 0 0 3 7 0 0 0 0 1 0 1 0 5:15 PM 0 0 1 2 1 0 0 0 0 0 0 1 5:30 PM 0 0 1 0 0 0 0 0 0 0 2 0 5:45 PM 0 0 1 5 0 0 0 0 0 0 0 0 Count Total 0 1 18 33 1 0 0 0 4 0 5 3 Peak Hour 0 0 11 19 1 0 0 0 4 0 2 3 52 1 12 30 1 9 1 0 2 6 0 0 10 0 2 3 1 1 12 0 5 5 0 1 6 0 1 9 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Kensington Dr Kensington Dr College Ave College Ave 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - Heavy Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 0 0 0 1 0 0 0 0 2 0 0 0 3 0 6 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 3 0 0 0 6 0 9 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 3 0 0 0 9 0 12 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 4 0 0 0 1 0 5 32 5:00 PM 0 0 0 0 0 0 0 0 0 0 3 0 0 0 7 0 10 36 5:15 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 2 0 3 30 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 19 5:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 5 0 6 20 Count Total 0 0 0 0 0 1 0 0 0 0 17 1 0 0 33 0 52 Pk Hr Heavy 0 0 0 0 0 0 0 0 0 0 11 0 0 0 19 0 30 Count Summaries - Bikes UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Count Total 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Pk Hr Bike 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 15-min Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Kensington Dr Kensington Dr College Ave College Ave Interval Start Kensington Dr Kensington Dr College Ave College Ave 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com 296073000 Pedersen Toyota Expansion Appendix C:Future Traffic Projections ROUTE REFPT ENDREFPT AADT AADTYR YR20FACTOR GROWTHRATE DHV LOCATION 287C 341.542 342.081 33000 2023 1.19 0.87% 10.5 ON SH 287 COLLEGE AVE S/O HARMONY RD FT COLLINS 287C 342.167 342.809 35000 2023 1.19 0.87%9.5 ON SH 287 COLLEGE AVE N/O HARMONY RD FT COLLINS 1.19 0.87%Average 296073000 Pedersen Toyota Expansion Appendix D:Intersection Analysis Worksheets HCM 7th TWSC 2025 Existing -AM Peak Hour 1: Mason St & Kensington Dr 01/31/2025 Synchro 12 Report Page 1 Intersection Int Delay, s/veh 2.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 14 50 172 50 34 122 Future Vol, veh/h 14 50 172 50 34 122 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 15 53 181 53 36 128 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 407 207 0 0 234 0 Stage 1 207 ----- Stage 2 200 ----- Critical Hdwy 6.42 6.22 --4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 --2.218 - Pot Cap-1 Maneuver 600 833 --1334 - Stage 1 827 ----- Stage 2 834 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 583 833 --1334 - Mov Cap-2 Maneuver 583 ----- Stage 1 827 ----- Stage 2 810 ----- Approach WB NB SB HCM Control Delay, s/v10.19 0 1.69 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--761 392 - HCM Lane V/C Ratio --0.088 0.027 - HCM Control Delay (s/veh)--10.2 7.8 0 HCM Lane LOS --B A A HCM 95th %tile Q(veh)--0.3 0.1 - HCM 7th TWSC 2025 Existing -AM Peak Hour 2: Kensington Dr & West Access 01/31/2025 Synchro 12 Report Page 2 Intersection Int Delay, s/veh 5.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 25 29 34 33 28 12 18 0 66 0 0 20 Future Vol, veh/h 25 29 34 33 28 12 18 0 66 0 0 20 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 82 82 82 82 82 82 82 82 82 82 82 82 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 30 35 41 40 34 15 22 0 80 0 0 24 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 49 0 0 77 0 0 232 246 56 218 260 41 Stage 1 ------117 117 -122 122 - Stage 2 ------115 129 -96 138 - Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22 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 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1558 --1522 --723 656 1010 738 645 1029 Stage 1 ------888 799 -882 795 - Stage 2 ------890 789 -910 783 - Platoon blocked, %---- Mov Cap-1 Maneuver 1558 --1522 --673 625 1010 647 614 1029 Mov Cap-2 Maneuver ------673 625 -647 614 - Stage 1 ------869 782 -858 773 - Stage 2 ------845 768 -821 766 - Approach EB WB NB SB HCM Control Delay, s/v 2.09 3.36 9.44 8.58 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)912 462 --768 --1029 HCM Lane V/C Ratio 0.112 0.02 --0.026 --0.024 HCM Control Delay (s/veh)9.4 7.4 0 -7.4 0 -8.6 HCM Lane LOS A A A -A A -A HCM 95th %tile Q(veh)0.4 0.1 --0.1 --0.1 HCM 7th TWSC 2025 Existing -AM Peak Hour 3: Kensington Dr & East Access 01/31/2025 Synchro 12 Report Page 3 Intersection Int Delay, s/veh 1.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 18 77 65 22 13 8 Future Vol, veh/h 18 77 65 22 13 8 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 21 90 76 26 15 9 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 101 0 -0 220 88 Stage 1 ----88 - Stage 2 ----131 - 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 1491 ---768 970 Stage 1 ----935 - Stage 2 ----895 - Platoon blocked, %--- Mov Cap-1 Maneuver 1491 ---757 970 Mov Cap-2 Maneuver ----757 - Stage 1 ----921 - Stage 2 ----895 - Approach EB WB SB HCM Control Delay, s/v 1.41 0 9.49 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)341 ---826 HCM Lane V/C Ratio 0.014 ---0.03 HCM Control Delay (s/veh)7.4 0 --9.5 HCM Lane LOS A A --A HCM 95th %tile Q(veh)0 ---0.1 Timings 2025 Existing -AM Peak Hour 4: College Ave (US 287) & Kensington Dr 01/31/2025 Synchro 12 Report Page 4 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)37 12 14 3 36 1122 12 13 722 Future Volume (vph)37 12 14 3 36 1122 12 13 722 Turn Type Perm NA Perm NA pm+pt NA Perm pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Detector Phase 4 4 8 8 5 2 2 1 6 Switch Phase Minimum Initial (s)10.0 10.0 10.0 10.0 5.0 15.0 15.0 5.0 15.0 Minimum Split (s)44.0 44.0 44.0 44.0 11.0 27.0 27.0 11.0 27.0 Total Split (s)45.0 45.0 45.0 45.0 13.0 52.0 52.0 13.0 52.0 Total Split (%)40.9% 40.9% 40.9% 40.9% 11.8% 47.3% 47.3% 11.8% 47.3% Yellow Time (s)3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)4.0 4.0 4.0 4.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)7.0 7.0 7.0 7.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None C-Max C-Max None C-Max Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 4: College Ave (US 287) & Kensington Dr HCM 7th Signalized Intersection Summary 2025 Existing -AM Peak Hour 4: College Ave (US 287) & Kensington Dr 01/31/2025 Synchro 12 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)37 12 38 14 3 17 36 1122 12 13 722 38 Future Volume (veh/h)37 12 38 14 3 17 36 1122 12 13 722 38 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 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 Adj Sat Flow, veh/h/ln 1870 1870 1870 1722 1722 1722 1870 1870 1870 1856 1856 1856 Adj Flow Rate, veh/h 41 13 42 15 3 19 40 1233 13 14 793 42 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %2 2 2 12 12 12 2 2 2 3 3 3 Cap, veh/h 171 35 112 137 18 115 303 2135 663 726 3477 184 Arrive On Green 0.09 0.09 0.09 0.09 0.09 0.09 0.03 0.42 0.42 0.32 0.71 0.71 Sat Flow, veh/h 1390 389 1256 1242 203 1287 1781 5106 1585 1767 4926 260 Grp Volume(v), veh/h 41 0 55 15 0 22 40 1233 13 14 543 292 Grp Sat Flow(s),veh/h/ln 1390 0 1644 1242 0 1490 1781 1702 1585 1767 1689 1809 Q Serve(g_s), s 3.1 0.0 3.5 1.3 0.0 1.5 1.6 20.4 0.5 0.0 6.2 6.2 Cycle Q Clear(g_c), s 4.6 0.0 3.5 4.7 0.0 1.5 1.6 20.4 0.5 0.0 6.2 6.2 Prop In Lane 1.00 0.76 1.00 0.86 1.00 1.00 1.00 0.14 Lane Grp Cap(c), veh/h 171 0 147 137 0 133 303 2135 663 726 2384 1277 V/C Ratio(X)0.24 0.00 0.37 0.11 0.00 0.17 0.13 0.58 0.02 0.02 0.23 0.23 Avail Cap(c_a), veh/h 527 0 568 455 0 515 360 2135 663 726 2384 1277 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 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.4 0.0 47.2 49.4 0.0 46.3 21.8 24.5 18.8 12.3 5.7 5.7 Incr Delay (d2), s/veh 0.7 0.0 1.6 0.3 0.0 0.6 0.2 1.1 0.1 0.0 0.2 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.0 1.5 0.4 0.0 0.6 0.7 8.0 0.2 0.2 1.9 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 49.1 0.0 48.8 49.8 0.0 46.9 22.0 25.7 18.8 12.3 5.9 6.1 LnGrp LOS D D D D C C B B A A Approach Vol, veh/h 96 37 1286 849 Approach Delay, s/veh 48.9 48.0 25.5 6.1 Approach LOS D D C A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 41.2 52.0 16.8 9.5 83.6 16.8 Change Period (Y+Rc), s 6.0 6.0 7.0 6.0 6.0 7.0 Max Green Setting (Gmax), s 7.0 46.0 38.0 7.0 46.0 38.0 Max Q Clear Time (g_c+I1), s 2.0 22.4 6.6 3.6 8.2 6.7 Green Ext Time (p_c), s 0.0 9.2 0.4 0.0 5.9 0.1 Intersection Summary HCM 7th Control Delay, s/veh 19.6 HCM 7th LOS B HCM 7th TWSC 2025 Existing -PM Peak Hour 1: Mason St & Kensington Dr 01/31/2025 Synchro 12 Report Page 1 Intersection Int Delay, s/veh 2.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 56 48 226 37 38 283 Future Vol, veh/h 56 48 226 37 38 283 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 62 53 248 41 42 311 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 663 269 0 0 289 0 Stage 1 269 ----- Stage 2 395 ----- Critical Hdwy 6.42 6.22 --4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 --2.218 - Pot Cap-1 Maneuver 426 770 --1273 - Stage 1 776 ----- Stage 2 681 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 409 770 --1273 - Mov Cap-2 Maneuver 409 ----- Stage 1 776 ----- Stage 2 654 ----- Approach WB NB SB HCM Control Delay, s/v13.82 0 0.94 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--522 213 - HCM Lane V/C Ratio --0.219 0.033 - HCM Control Delay (s/veh)--13.8 7.9 0 HCM Lane LOS --B A A HCM 95th %tile Q(veh)--0.8 0.1 - HCM 7th TWSC 2025 Existing -PM Peak Hour 2: Kensington Dr & West Access 01/31/2025 Synchro 12 Report Page 2 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 13 48 13 22 70 2 10 0 38 29 2 25 Future Vol, veh/h 13 48 13 22 70 2 10 0 38 29 2 25 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 82 82 82 82 82 82 82 82 82 82 82 82 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 16 59 16 27 85 2 12 0 46 35 2 30 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 88 0 0 74 0 0 238 240 66 230 246 87 Stage 1 ------98 98 -140 140 - Stage 2 ------140 141 -90 106 - Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22 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 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1508 --1525 --716 662 997 724 656 972 Stage 1 ------908 814 -863 781 - Stage 2 ------863 780 -917 807 - Platoon blocked, %---- Mov Cap-1 Maneuver 1508 --1525 --671 642 997 671 637 972 Mov Cap-2 Maneuver ------671 642 -671 637 - Stage 1 ------898 805 -847 766 - Stage 2 ------818 765 -865 799 - Approach EB WB NB SB HCM Control Delay, s/v 1.3 1.73 9.25 10.08 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)905 303 --419 --777 HCM Lane V/C Ratio 0.065 0.011 --0.018 --0.088 HCM Control Delay (s/veh)9.3 7.4 0 -7.4 0 -10.1 HCM Lane LOS A A A -A A -B HCM 95th %tile Q(veh)0.2 0 --0.1 --0.3 HCM 7th TWSC 2025 Existing -PM Peak Hour 3: Kensington Dr & East Access 01/31/2025 Synchro 12 Report Page 3 Intersection Int Delay, s/veh 2.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 13 100 68 27 38 25 Future Vol, veh/h 13 100 68 27 38 25 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 15 118 80 32 45 29 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 112 0 -0 244 96 Stage 1 ----96 - Stage 2 ----148 - 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 1478 ---744 961 Stage 1 ----928 - Stage 2 ----879 - Platoon blocked, %--- Mov Cap-1 Maneuver 1478 ---736 961 Mov Cap-2 Maneuver ----736 - Stage 1 ----918 - Stage 2 ----879 - Approach EB WB SB HCM Control Delay, s/v 0.86 0 9.88 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)207 ---811 HCM Lane V/C Ratio 0.01 ---0.091 HCM Control Delay (s/veh)7.5 0 --9.9 HCM Lane LOS A A --A HCM 95th %tile Q(veh)0 ---0.3 Timings 2025 Existing -PM Peak Hour 4: College Ave (US 287) & Kensington Dr 01/31/2025 Synchro 12 Report Page 4 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)45 27 70 26 27 1181 57 31 1446 Future Volume (vph)45 27 70 26 27 1181 57 31 1446 Turn Type Perm NA Perm NA Prot NA Perm Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 Detector Phase 4 4 8 8 5 2 2 1 6 Switch Phase Minimum Initial (s)10.0 10.0 10.0 10.0 5.0 15.0 15.0 5.0 15.0 Minimum Split (s)44.0 44.0 44.0 44.0 11.0 27.0 27.0 11.0 27.0 Total Split (s)46.0 46.0 46.0 46.0 14.0 60.0 60.0 14.0 60.0 Total Split (%)38.3% 38.3% 38.3% 38.3% 11.7% 50.0% 50.0% 11.7% 50.0% Yellow Time (s)3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)4.0 4.0 4.0 4.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)7.0 7.0 7.0 7.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lead-Lag Optimize? Recall Mode None None None None None C-Max C-Max None C-Max Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 4: College Ave (US 287) & Kensington Dr HCM 7th Signalized Intersection Summary 2025 Existing -PM Peak Hour 4: College Ave (US 287) & Kensington Dr 01/31/2025 Synchro 12 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)45 27 62 70 26 57 27 1181 57 31 1446 40 Future Volume (veh/h)45 27 62 70 26 57 27 1181 57 31 1446 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 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 Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 46 28 64 72 27 59 28 1218 59 32 1491 41 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 165 65 148 160 67 146 45 2298 713 470 3519 97 Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.13 0.03 0.45 0.45 0.26 0.69 0.69 Sat Flow, veh/h 1311 506 1156 1304 523 1142 1781 5106 1585 1781 5109 140 Grp Volume(v), veh/h 46 0 92 72 0 86 28 1218 59 32 993 539 Grp Sat Flow(s),veh/h/ln 1311 0 1662 1304 0 1665 1781 1702 1585 1781 1702 1845 Q Serve(g_s), s 4.0 0.0 6.1 6.5 0.0 5.7 1.9 20.7 2.6 1.6 15.4 15.4 Cycle Q Clear(g_c), s 9.7 0.0 6.1 12.6 0.0 5.7 1.9 20.7 2.6 1.6 15.4 15.4 Prop In Lane 1.00 0.70 1.00 0.69 1.00 1.00 1.00 0.08 Lane Grp Cap(c), veh/h 165 0 212 160 0 212 45 2298 713 470 2345 1271 V/C Ratio(X)0.28 0.00 0.43 0.45 0.00 0.40 0.62 0.53 0.08 0.07 0.42 0.42 Avail Cap(c_a), veh/h 424 0 540 417 0 541 119 2298 713 470 2345 1271 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 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.6 0.0 48.3 54.2 0.0 48.2 57.9 23.8 18.9 33.1 8.2 8.2 Incr Delay (d2), s/veh 0.9 0.0 1.4 2.0 0.0 1.2 13.2 0.9 0.2 0.1 0.6 1.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 0.0 2.7 2.2 0.0 2.5 1.0 8.2 1.0 0.7 5.1 5.7 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 53.5 0.0 49.7 56.1 0.0 49.4 71.1 24.7 19.1 33.1 8.8 9.2 LnGrp LOS D D E D E C B C A A Approach Vol, veh/h 138 158 1305 1564 Approach Delay, s/veh 51.0 52.5 25.5 9.4 Approach LOS D D C A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 37.7 60.0 22.3 9.0 88.7 22.3 Change Period (Y+Rc), s 6.0 6.0 7.0 6.0 6.0 7.0 Max Green Setting (Gmax), s 8.0 54.0 39.0 8.0 54.0 39.0 Max Q Clear Time (g_c+I1), s 3.6 22.7 11.7 3.9 17.4 14.6 Green Ext Time (p_c), s 0.0 10.2 0.7 0.0 13.4 0.7 Intersection Summary HCM 7th Control Delay, s/veh 20.0 HCM 7th LOS B HCM 7th TWSC 2026 Background -AM Peak Hour 1: Mason St & Kensington Dr 01/31/2025 Synchro 12 Report Page 1 Intersection Int Delay, s/veh 2.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 14 51 174 51 34 123 Future Vol, veh/h 14 51 174 51 34 123 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 15 54 183 54 36 129 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 411 210 0 0 237 0 Stage 1 210 ----- Stage 2 201 ----- Critical Hdwy 6.42 6.22 --4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 --2.218 - Pot Cap-1 Maneuver 597 830 --1330 - Stage 1 825 ----- Stage 2 833 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 580 830 --1330 - Mov Cap-2 Maneuver 580 ----- Stage 1 825 ----- Stage 2 809 ----- Approach WB NB SB HCM Control Delay, s/v10.21 0 1.69 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--760 390 - HCM Lane V/C Ratio --0.09 0.027 - HCM Control Delay (s/veh)--10.2 7.8 0 HCM Lane LOS --B A A HCM 95th %tile Q(veh)--0.3 0.1 - HCM 7th TWSC 2026 Background -AM Peak Hour 2: Kensington Dr & West Access 01/31/2025 Synchro 12 Report Page 2 Intersection Int Delay, s/veh 5.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 25 29 34 33 28 12 18 0 66 0 0 20 Future Vol, veh/h 25 29 34 33 28 12 18 0 66 0 0 20 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 82 82 82 82 82 82 82 82 82 82 82 82 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 30 35 41 40 34 15 22 0 80 0 0 24 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 49 0 0 77 0 0 232 246 56 218 260 41 Stage 1 ------117 117 -122 122 - Stage 2 ------115 129 -96 138 - Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22 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 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1558 --1522 --723 656 1010 738 645 1029 Stage 1 ------888 799 -882 795 - Stage 2 ------890 789 -910 783 - Platoon blocked, %---- Mov Cap-1 Maneuver 1558 --1522 --673 625 1010 647 614 1029 Mov Cap-2 Maneuver ------673 625 -647 614 - Stage 1 ------869 782 -858 773 - Stage 2 ------845 768 -821 766 - Approach EB WB NB SB HCM Control Delay, s/v 2.09 3.36 9.44 8.58 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)912 462 --768 --1029 HCM Lane V/C Ratio 0.112 0.02 --0.026 --0.024 HCM Control Delay (s/veh)9.4 7.4 0 -7.4 0 -8.6 HCM Lane LOS A A A -A A -A HCM 95th %tile Q(veh)0.4 0.1 --0.1 --0.1 HCM 7th TWSC 2026 Background -AM Peak Hour 3: Kensington Dr & East Access 01/31/2025 Synchro 12 Report Page 3 Intersection Int Delay, s/veh 1.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 18 78 66 22 13 8 Future Vol, veh/h 18 78 66 22 13 8 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 21 91 77 26 15 9 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 102 0 -0 222 90 Stage 1 ----90 - Stage 2 ----133 - 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 1490 ---766 968 Stage 1 ----934 - Stage 2 ----894 - Platoon blocked, %--- Mov Cap-1 Maneuver 1490 ---755 968 Mov Cap-2 Maneuver ----755 - Stage 1 ----920 - Stage 2 ----894 - Approach EB WB SB HCM Control Delay, s/v 1.4 0 9.5 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)338 ---824 HCM Lane V/C Ratio 0.014 ---0.03 HCM Control Delay (s/veh)7.5 0 --9.5 HCM Lane LOS A A --A HCM 95th %tile Q(veh)0 ---0.1 Timings 2026 Background -AM Peak Hour 4: College Ave (US 287) & Kensington Dr 01/31/2025 Synchro 12 Report Page 4 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)37 12 14 3 36 1133 12 13 729 Future Volume (vph)37 12 14 3 36 1133 12 13 729 Turn Type Perm NA Perm NA pm+pt NA Perm pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Detector Phase 4 4 8 8 5 2 2 1 6 Switch Phase Minimum Initial (s)10.0 10.0 10.0 10.0 5.0 15.0 15.0 5.0 15.0 Minimum Split (s)44.0 44.0 44.0 44.0 11.0 27.0 27.0 11.0 27.0 Total Split (s)44.0 44.0 44.0 44.0 13.0 53.0 53.0 13.0 53.0 Total Split (%)40.0% 40.0% 40.0% 40.0% 11.8% 48.2% 48.2% 11.8% 48.2% Yellow Time (s)3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)4.0 4.0 4.0 4.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)7.0 7.0 7.0 7.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None C-Max C-Max None C-Max Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 4: College Ave (US 287) & Kensington Dr HCM 7th Signalized Intersection Summary 2026 Background -AM Peak Hour 4: College Ave (US 287) & Kensington Dr 01/31/2025 Synchro 12 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)37 12 38 14 3 17 36 1133 12 13 729 38 Future Volume (veh/h)37 12 38 14 3 17 36 1133 12 13 729 38 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 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 Adj Sat Flow, veh/h/ln 1870 1870 1870 1722 1722 1722 1870 1870 1870 1856 1856 1856 Adj Flow Rate, veh/h 41 13 42 15 3 19 40 1245 13 14 801 42 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %2 2 2 12 12 12 2 2 2 3 3 3 Cap, veh/h 171 35 112 137 18 115 308 2182 677 713 3479 182 Arrive On Green 0.09 0.09 0.09 0.09 0.09 0.09 0.03 0.43 0.43 0.31 0.71 0.71 Sat Flow, veh/h 1390 389 1256 1242 203 1287 1781 5106 1585 1767 4929 258 Grp Volume(v), veh/h 41 0 55 15 0 22 40 1245 13 14 548 295 Grp Sat Flow(s),veh/h/ln 1390 0 1644 1242 0 1490 1781 1702 1585 1767 1689 1809 Q Serve(g_s), s 3.1 0.0 3.5 1.3 0.0 1.5 1.5 20.3 0.5 0.0 6.3 6.3 Cycle Q Clear(g_c), s 4.6 0.0 3.5 4.7 0.0 1.5 1.5 20.3 0.5 0.0 6.3 6.3 Prop In Lane 1.00 0.76 1.00 0.86 1.00 1.00 1.00 0.14 Lane Grp Cap(c), veh/h 171 0 147 137 0 133 308 2182 677 713 2384 1277 V/C Ratio(X)0.24 0.00 0.37 0.11 0.00 0.17 0.13 0.57 0.02 0.02 0.23 0.23 Avail Cap(c_a), veh/h 514 0 553 444 0 501 364 2182 677 713 2384 1277 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 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.4 0.0 47.2 49.4 0.0 46.3 21.2 23.9 18.2 12.3 5.7 5.7 Incr Delay (d2), s/veh 0.7 0.0 1.6 0.3 0.0 0.6 0.2 1.1 0.1 0.0 0.2 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.0 1.5 0.4 0.0 0.6 0.6 8.0 0.2 0.2 1.9 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 49.1 0.0 48.8 49.8 0.0 46.9 21.4 24.9 18.2 12.3 5.9 6.1 LnGrp LOS D D D D C C B B A A Approach Vol, veh/h 96 37 1298 857 Approach Delay, s/veh 48.9 48.0 24.8 6.1 Approach LOS D D C A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 40.2 53.0 16.8 9.5 83.6 16.8 Change Period (Y+Rc), s 6.0 6.0 7.0 6.0 6.0 7.0 Max Green Setting (Gmax), s 7.0 47.0 37.0 7.0 47.0 37.0 Max Q Clear Time (g_c+I1), s 2.0 22.3 6.6 3.5 8.3 6.7 Green Ext Time (p_c), s 0.0 9.4 0.4 0.0 5.9 0.1 Intersection Summary HCM 7th Control Delay, s/veh 19.2 HCM 7th LOS B HCM 7th TWSC 2026 Background -PM Peak Hour 1: Mason St & Kensington Dr 01/31/2025 Synchro 12 Report Page 1 Intersection Int Delay, s/veh 2.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 57 48 228 37 38 286 Future Vol, veh/h 57 48 228 37 38 286 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 63 53 251 41 42 314 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 669 271 0 0 291 0 Stage 1 271 ----- Stage 2 398 ----- Critical Hdwy 6.42 6.22 --4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 --2.218 - Pot Cap-1 Maneuver 423 768 --1271 - Stage 1 775 ----- Stage 2 679 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 406 768 --1271 - Mov Cap-2 Maneuver 406 ----- Stage 1 775 ----- Stage 2 652 ----- Approach WB NB SB HCM Control Delay, s/v13.94 0 0.93 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--518 211 - HCM Lane V/C Ratio --0.223 0.033 - HCM Control Delay (s/veh)--13.9 7.9 0 HCM Lane LOS --B A A HCM 95th %tile Q(veh)--0.8 0.1 - HCM 7th TWSC 2026 Background -PM Peak Hour 2: Kensington Dr & West Access 01/31/2025 Synchro 12 Report Page 2 Intersection Int Delay, s/veh 4.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 48 13 22 71 2 10 0 38 29 2 25 Future Vol, veh/h 13 48 13 22 71 2 10 0 38 29 2 25 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 82 82 82 82 82 82 82 82 82 82 82 82 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 16 59 16 27 87 2 12 0 46 35 2 30 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 89 0 0 74 0 0 240 241 66 232 248 88 Stage 1 ------98 98 -141 141 - Stage 2 ------141 143 -90 106 - Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22 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 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1506 --1525 --715 661 997 723 655 970 Stage 1 ------908 814 -861 780 - Stage 2 ------861 779 -917 807 - Platoon blocked, %---- Mov Cap-1 Maneuver 1506 --1525 --669 641 997 669 636 970 Mov Cap-2 Maneuver ------669 641 -669 636 - Stage 1 ------898 805 -846 765 - Stage 2 ------816 764 -865 799 - Approach EB WB NB SB HCM Control Delay, s/v 1.3 1.71 9.25 10.09 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)905 303 --415 --775 HCM Lane V/C Ratio 0.065 0.011 --0.018 --0.088 HCM Control Delay (s/veh)9.3 7.4 0 -7.4 0 -10.1 HCM Lane LOS A A A -A A -B HCM 95th %tile Q(veh)0.2 0 --0.1 --0.3 HCM 7th TWSC 2026 Background -PM Peak Hour 3: Kensington Dr & East Access 01/31/2025 Synchro 12 Report Page 3 Intersection Int Delay, s/veh 2.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 13 101 69 27 38 25 Future Vol, veh/h 13 101 69 27 38 25 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 15 119 81 32 45 29 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 113 0 -0 246 97 Stage 1 ----97 - Stage 2 ----149 - 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 1476 ---742 959 Stage 1 ----927 - Stage 2 ----878 - Platoon blocked, %--- Mov Cap-1 Maneuver 1476 ---734 959 Mov Cap-2 Maneuver ----734 - Stage 1 ----917 - Stage 2 ----878 - Approach EB WB SB HCM Control Delay, s/v 0.85 0 9.9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)205 ---809 HCM Lane V/C Ratio 0.01 ---0.092 HCM Control Delay (s/veh)7.5 0 --9.9 HCM Lane LOS A A --A HCM 95th %tile Q(veh)0 ---0.3 Timings 2026 Background -PM Peak Hour 4: College Ave (US 287) & Kensington Dr 01/31/2025 Synchro 12 Report Page 4 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)45 27 71 26 27 1193 58 31 1460 Future Volume (vph)45 27 71 26 27 1193 58 31 1460 Turn Type Perm NA Perm NA Prot NA Perm Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 Detector Phase 4 4 8 8 5 2 2 1 6 Switch Phase Minimum Initial (s)10.0 10.0 10.0 10.0 5.0 15.0 15.0 5.0 15.0 Minimum Split (s)44.0 44.0 44.0 44.0 11.0 27.0 27.0 11.0 27.0 Total Split (s)46.0 46.0 46.0 46.0 14.0 60.0 60.0 14.0 60.0 Total Split (%)38.3% 38.3% 38.3% 38.3% 11.7% 50.0% 50.0% 11.7% 50.0% Yellow Time (s)3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)4.0 4.0 4.0 4.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)7.0 7.0 7.0 7.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lead-Lag Optimize? Recall Mode None None None None None C-Max C-Max None C-Max Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 4: College Ave (US 287) & Kensington Dr HCM 7th Signalized Intersection Summary 2026 Background -PM Peak Hour 4: College Ave (US 287) & Kensington Dr 01/31/2025 Synchro 12 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)45 27 63 71 26 58 27 1193 58 31 1460 40 Future Volume (veh/h)45 27 63 71 26 58 27 1193 58 31 1460 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 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 Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 46 28 65 73 27 60 28 1230 60 32 1505 41 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 166 65 150 161 67 148 45 2298 713 468 3513 96 Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.13 0.03 0.45 0.45 0.26 0.69 0.69 Sat Flow, veh/h 1310 500 1161 1303 516 1147 1781 5106 1585 1781 5110 139 Grp Volume(v), veh/h 46 0 93 73 0 87 28 1230 60 32 1003 543 Grp Sat Flow(s),veh/h/ln 1310 0 1661 1303 0 1664 1781 1702 1585 1781 1702 1845 Q Serve(g_s), s 4.0 0.0 6.2 6.6 0.0 5.8 1.9 20.9 2.6 1.6 15.7 15.7 Cycle Q Clear(g_c), s 9.8 0.0 6.2 12.8 0.0 5.8 1.9 20.9 2.6 1.6 15.7 15.7 Prop In Lane 1.00 0.70 1.00 0.69 1.00 1.00 1.00 0.08 Lane Grp Cap(c), veh/h 166 0 214 161 0 215 45 2298 713 468 2340 1268 V/C Ratio(X)0.28 0.00 0.43 0.45 0.00 0.41 0.62 0.54 0.08 0.07 0.43 0.43 Avail Cap(c_a), veh/h 423 0 540 416 0 541 119 2298 713 468 2340 1268 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 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.5 0.0 48.2 54.1 0.0 48.0 57.9 23.9 18.9 33.2 8.3 8.3 Incr Delay (d2), s/veh 0.9 0.0 1.4 2.0 0.0 1.2 13.2 0.9 0.2 0.1 0.6 1.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 0.0 2.7 2.3 0.0 2.5 1.0 8.3 1.0 0.7 5.2 5.8 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 53.4 0.0 49.6 56.1 0.0 49.3 71.1 24.8 19.1 33.3 8.9 9.4 LnGrp LOS D D E D E C B C A A Approach Vol, veh/h 139 160 1318 1578 Approach Delay, s/veh 50.9 52.4 25.5 9.5 Approach LOS D D C A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 37.5 60.0 22.5 9.0 88.5 22.5 Change Period (Y+Rc), s 6.0 6.0 7.0 6.0 6.0 7.0 Max Green Setting (Gmax), s 8.0 54.0 39.0 8.0 54.0 39.0 Max Q Clear Time (g_c+I1), s 3.6 22.9 11.8 3.9 17.7 14.8 Green Ext Time (p_c), s 0.0 10.3 0.7 0.0 13.5 0.7 Intersection Summary HCM 7th Control Delay, s/veh 20.1 HCM 7th LOS C HCM 7th TWSC 2026 Total -AM Peak Hour 1: Mason St & Kensington Dr 01/31/2025 Synchro 12 Report Page 1 Intersection Int Delay, s/veh 2.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 24 62 174 69 55 123 Future Vol, veh/h 24 62 174 69 55 123 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 25 65 183 73 58 129 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 465 219 0 0 256 0 Stage 1 219 ----- Stage 2 245 ----- Critical Hdwy 6.42 6.22 --4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 --2.218 - Pot Cap-1 Maneuver 556 820 --1309 - Stage 1 817 ----- Stage 2 796 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 529 820 --1309 - Mov Cap-2 Maneuver 529 ----- Stage 1 817 ----- Stage 2 758 ----- Approach WB NB SB HCM Control Delay, s/v 10.8 0 2.43 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--711 556 - HCM Lane V/C Ratio --0.127 0.044 - HCM Control Delay (s/veh)--10.8 7.9 0 HCM Lane LOS --B A A HCM 95th %tile Q(veh)--0.4 0.1 - HCM 7th TWSC 2026 Total -AM Peak Hour 2: Kensington Dr & West Access 01/31/2025 Synchro 12 Report Page 2 Intersection Int Delay, s/veh 5.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 50 43 34 33 36 19 18 0 66 4 0 33 Future Vol, veh/h 50 43 34 33 36 19 18 0 66 4 0 33 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 82 82 82 82 82 82 82 82 82 82 82 82 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 61 52 41 40 44 23 22 0 80 5 0 40 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 67 0 0 94 0 0 320 343 73 310 352 55 Stage 1 ------195 195 -136 136 - Stage 2 ------124 148 -174 216 - Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22 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 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1534 --1500 --633 580 989 642 573 1011 Stage 1 ------807 739 -867 784 - Stage 2 ------880 775 -827 724 - Platoon blocked, %---- Mov Cap-1 Maneuver 1534 --1500 --566 540 989 549 533 1011 Mov Cap-2 Maneuver ------566 540 -549 533 - Stage 1 ------773 708 -843 762 - Stage 2 ------821 753 -728 694 - Approach EB WB NB SB HCM Control Delay, s/v 2.93 2.8 9.8 9.08 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)852 651 --631 --927 HCM Lane V/C Ratio 0.12 0.04 --0.027 --0.049 HCM Control Delay (s/veh)9.8 7.4 0 -7.5 0 -9.1 HCM Lane LOS A A A -A A -A HCM 95th %tile Q(veh)0.4 0.1 --0.1 --0.2 HCM 7th TWSC 2026 Total -AM Peak Hour 3: Kensington Dr & East Access 01/31/2025 Synchro 12 Report Page 3 Intersection Int Delay, s/veh 2.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 32 82 73 47 26 16 Future Vol, veh/h 32 82 73 47 26 16 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 37 95 85 55 30 19 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 140 0 -0 282 112 Stage 1 ----112 - Stage 2 ----170 - 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 1444 ---708 941 Stage 1 ----912 - Stage 2 ----860 - Platoon blocked, %--- Mov Cap-1 Maneuver 1444 ---689 941 Mov Cap-2 Maneuver ----689 - Stage 1 ----888 - Stage 2 ----860 - Approach EB WB SB HCM Control Delay, s/v 2.12 0 10.01 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)505 ---767 HCM Lane V/C Ratio 0.026 ---0.064 HCM Control Delay (s/veh)7.6 0 --10 HCM Lane LOS A A --B HCM 95th %tile Q(veh)0.1 ---0.2 Timings 2026 Total -AM Peak Hour 4: College Ave (US 287) & Kensington Dr 01/31/2025 Synchro 12 Report Page 4 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)45 14 14 6 49 1133 12 13 729 Future Volume (vph)45 14 14 6 49 1133 12 13 729 Turn Type Perm NA Perm NA pm+pt NA Perm pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Detector Phase 4 4 8 8 5 2 2 1 6 Switch Phase Minimum Initial (s)10.0 10.0 10.0 10.0 5.0 15.0 15.0 5.0 15.0 Minimum Split (s)44.0 44.0 44.0 44.0 11.0 27.0 27.0 11.0 27.0 Total Split (s)45.0 45.0 45.0 45.0 13.0 52.0 52.0 13.0 52.0 Total Split (%)40.9% 40.9% 40.9% 40.9% 11.8% 47.3% 47.3% 11.8% 47.3% Yellow Time (s)3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)4.0 4.0 4.0 4.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)7.0 7.0 7.0 7.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None C-Max C-Max None C-Max Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 4: College Ave (US 287) & Kensington Dr HCM 7th Signalized Intersection Summary 2026 Total -AM Peak Hour 4: College Ave (US 287) & Kensington Dr 01/31/2025 Synchro 12 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)45 14 45 14 6 17 49 1133 12 13 729 54 Future Volume (veh/h)45 14 45 14 6 17 49 1133 12 13 729 54 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 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 Adj Sat Flow, veh/h/ln 1870 1870 1870 1722 1722 1722 1870 1870 1870 1856 1856 1856 Adj Flow Rate, veh/h 49 15 49 15 7 19 54 1245 13 14 801 59 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, %2 2 2 12 12 12 2 2 2 3 3 3 Cap, veh/h 168 35 113 131 37 100 302 2135 663 722 3373 247 Arrive On Green 0.09 0.09 0.09 0.09 0.09 0.09 0.04 0.42 0.42 0.32 0.70 0.70 Sat Flow, veh/h 1385 385 1259 1232 410 1112 1781 5106 1585 1767 4816 353 Grp Volume(v), veh/h 49 0 64 15 0 26 54 1245 13 14 561 299 Grp Sat Flow(s),veh/h/ln 1385 0 1644 1232 0 1522 1781 1702 1585 1767 1689 1792 Q Serve(g_s), s 3.7 0.0 4.1 1.3 0.0 1.7 2.1 20.6 0.5 0.0 6.6 6.6 Cycle Q Clear(g_c), s 5.5 0.0 4.1 5.3 0.0 1.7 2.1 20.6 0.5 0.0 6.6 6.6 Prop In Lane 1.00 0.77 1.00 0.73 1.00 1.00 1.00 0.20 Lane Grp Cap(c), veh/h 168 0 148 131 0 137 302 2135 663 722 2366 1255 V/C Ratio(X)0.29 0.00 0.43 0.11 0.00 0.19 0.18 0.58 0.02 0.02 0.24 0.24 Avail Cap(c_a), veh/h 522 0 568 446 0 526 350 2135 663 722 2366 1255 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 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.9 0.0 47.4 49.9 0.0 46.3 22.0 24.6 18.8 12.5 5.9 5.9 Incr Delay (d2), s/veh 0.9 0.0 2.0 0.4 0.0 0.7 0.3 1.2 0.1 0.0 0.2 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.0 1.8 0.4 0.0 0.7 0.9 8.2 0.2 0.2 2.0 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 49.8 0.0 49.4 50.3 0.0 47.0 22.3 25.8 18.8 12.5 6.2 6.4 LnGrp LOS D D D D C C B B A A Approach Vol, veh/h 113 41 1312 874 Approach Delay, s/veh 49.6 48.2 25.6 6.3 Approach LOS D D C A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 41.1 52.0 16.9 10.0 83.1 16.9 Change Period (Y+Rc), s 6.0 6.0 7.0 6.0 6.0 7.0 Max Green Setting (Gmax), s 7.0 46.0 38.0 7.0 46.0 38.0 Max Q Clear Time (g_c+I1), s 2.0 22.6 7.5 4.1 8.6 7.3 Green Ext Time (p_c), s 0.0 9.2 0.5 0.0 6.1 0.2 Intersection Summary HCM 7th Control Delay, s/veh 19.9 HCM 7th LOS B HCM 7th TWSC 2026 Total -PM Peak Hour 1: Mason St & Kensington Dr 01/31/2025 Synchro 12 Report Page 1 Intersection Int Delay, s/veh 4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 85 81 228 50 53 286 Future Vol, veh/h 85 81 228 50 53 286 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 93 89 251 55 58 314 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 709 278 0 0 305 0 Stage 1 278 ----- Stage 2 431 ----- Critical Hdwy 6.42 6.22 --4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 --2.218 - Pot Cap-1 Maneuver 401 761 --1255 - Stage 1 769 ----- Stage 2 655 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 378 761 --1255 - Mov Cap-2 Maneuver 378 ----- Stage 1 769 ----- Stage 2 619 ----- Approach WB NB SB HCM Control Delay, s/v16.24 0 1.25 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--501 281 - HCM Lane V/C Ratio --0.364 0.046 - HCM Control Delay (s/veh)--16.2 8 0 HCM Lane LOS --C A A HCM 95th %tile Q(veh)--1.6 0.1 - HCM 7th TWSC 2026 Total -PM Peak Hour 2: Kensington Dr & West Access 01/31/2025 Synchro 12 Report Page 2 Intersection Int Delay, s/veh 5.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 31 58 13 22 93 7 10 0 38 39 2 64 Future Vol, veh/h 31 58 13 22 93 7 10 0 38 39 2 64 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 82 82 82 82 82 82 82 82 82 82 82 82 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 38 71 16 27 113 9 12 0 46 48 2 78 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 122 0 0 87 0 0 323 330 79 318 334 118 Stage 1 ------154 154 -171 171 - Stage 2 ------168 176 -146 162 - Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22 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 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1465 --1510 --630 589 982 635 587 934 Stage 1 ------848 770 -831 757 - Stage 2 ------834 754 -856 764 - Platoon blocked, %---- Mov Cap-1 Maneuver 1465 --1510 --549 562 982 577 560 934 Mov Cap-2 Maneuver ------549 562 -577 560 - Stage 1 ------825 749 -815 742 - Stage 2 ------747 739 -794 743 - Approach EB WB NB SB HCM Control Delay, s/v 2.29 1.34 9.59 10.77 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)843 528 --320 --752 HCM Lane V/C Ratio 0.069 0.026 --0.018 --0.17 HCM Control Delay (s/veh)9.6 7.5 0 -7.4 0 -10.8 HCM Lane LOS A A A -A A -B HCM 95th %tile Q(veh)0.2 0.1 --0.1 --0.6 HCM 7th TWSC 2026 Total -PM Peak Hour 3: Kensington Dr & East Access 01/31/2025 Synchro 12 Report Page 3 Intersection Int Delay, s/veh 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 23 111 74 45 77 47 Future Vol, veh/h 23 111 74 45 77 47 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 27 131 87 53 91 55 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 140 0 -0 298 114 Stage 1 ----114 - Stage 2 ----185 - 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 1443 ---693 939 Stage 1 ----911 - Stage 2 ----847 - Platoon blocked, %--- Mov Cap-1 Maneuver 1443 ---679 939 Mov Cap-2 Maneuver ----679 - Stage 1 ----893 - Stage 2 ----847 - Approach EB WB SB HCM Control Delay, s/v 1.29 0 10.87 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)309 ---759 HCM Lane V/C Ratio 0.019 ---0.192 HCM Control Delay (s/veh)7.5 0 --10.9 HCM Lane LOS A A --B HCM 95th %tile Q(veh)0.1 ---0.7 Timings 2026 Total -PM Peak Hour 4: College Ave (US 287) & Kensington Dr 01/31/2025 Synchro 12 Report Page 4 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)67 32 71 28 36 1193 58 31 1460 Future Volume (vph)67 32 71 28 36 1193 58 31 1460 Turn Type Perm NA Perm NA Prot NA Perm Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 Detector Phase 4 4 8 8 5 2 2 1 6 Switch Phase Minimum Initial (s)10.0 10.0 10.0 10.0 5.0 15.0 15.0 5.0 15.0 Minimum Split (s)44.0 44.0 44.0 44.0 11.0 27.0 27.0 11.0 27.0 Total Split (s)46.0 46.0 46.0 46.0 13.0 61.0 61.0 13.0 61.0 Total Split (%)38.3% 38.3% 38.3% 38.3% 10.8% 50.8% 50.8% 10.8% 50.8% Yellow Time (s)3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)4.0 4.0 4.0 4.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)7.0 7.0 7.0 7.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lead-Lag Optimize? Recall Mode None None None None None C-Max C-Max None C-Max Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 4: College Ave (US 287) & Kensington Dr HCM 7th Signalized Intersection Summary 2026 Total -PM Peak Hour 4: College Ave (US 287) & Kensington Dr 01/31/2025 Synchro 12 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)67 32 85 71 28 58 36 1193 58 31 1460 52 Future Volume (veh/h)67 32 85 71 28 58 36 1193 58 31 1460 52 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 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 Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 69 33 88 73 29 60 37 1230 60 32 1505 54 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 188 66 176 160 79 164 53 2340 726 423 3370 121 Arrive On Green 0.15 0.15 0.15 0.15 0.15 0.15 0.03 0.46 0.46 0.24 0.67 0.67 Sat Flow, veh/h 1308 451 1203 1270 543 1124 1781 5106 1585 1781 5060 182 Grp Volume(v), veh/h 69 0 121 73 0 89 37 1230 60 32 1012 547 Grp Sat Flow(s),veh/h/ln 1308 0 1654 1270 0 1668 1781 1702 1585 1781 1702 1838 Q Serve(g_s), s 6.0 0.0 8.1 6.7 0.0 5.8 2.5 20.6 2.6 1.7 17.0 17.0 Cycle Q Clear(g_c), s 11.8 0.0 8.1 14.8 0.0 5.8 2.5 20.6 2.6 1.7 17.0 17.0 Prop In Lane 1.00 0.73 1.00 0.67 1.00 1.00 1.00 0.10 Lane Grp Cap(c), veh/h 188 0 242 160 0 244 53 2340 726 423 2267 1224 V/C Ratio(X)0.37 0.00 0.50 0.46 0.00 0.37 0.70 0.53 0.08 0.08 0.45 0.45 Avail Cap(c_a), veh/h 422 0 538 387 0 542 104 2340 726 423 2267 1224 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 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.5 0.0 47.2 54.0 0.0 46.2 57.7 23.2 18.3 35.6 9.5 9.5 Incr Delay (d2), s/veh 1.2 0.0 1.6 2.0 0.0 0.9 15.7 0.8 0.2 0.1 0.6 1.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 0.0 3.5 2.3 0.0 2.5 1.3 8.1 1.0 0.7 5.8 6.5 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 52.7 0.0 48.8 56.0 0.0 47.1 73.4 24.0 18.5 35.6 10.2 10.7 LnGrp LOS D D E D E C B D B B Approach Vol, veh/h 190 162 1327 1591 Approach Delay, s/veh 50.2 51.1 25.2 10.9 Approach LOS D D C B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 34.5 61.0 24.5 9.5 85.9 24.5 Change Period (Y+Rc), s 6.0 6.0 7.0 6.0 6.0 7.0 Max Green Setting (Gmax), s 7.0 55.0 39.0 7.0 55.0 39.0 Max Q Clear Time (g_c+I1), s 3.7 22.6 13.8 4.5 19.0 16.8 Green Ext Time (p_c), s 0.0 10.4 0.9 0.0 13.7 0.7 Intersection Summary HCM 7th Control Delay, s/veh 21.0 HCM 7th LOS C HCM 7th TWSC 2046 Background -AM Peak Hour 1: Mason St & Kensington Dr 02/06/2025 Synchro 12 Report Page 1 Intersection Int Delay, s/veh 2.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 17 62 212 62 42 150 Future Vol, veh/h 17 62 212 62 42 150 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 18 67 230 67 46 163 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 518 264 0 0 298 0 Stage 1 264 ----- Stage 2 254 ----- Critical Hdwy 6.42 6.22 --4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 --2.218 - Pot Cap-1 Maneuver 517 775 --1263 - Stage 1 780 ----- Stage 2 788 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 497 775 --1263 - Mov Cap-2 Maneuver 497 ----- Stage 1 780 ----- Stage 2 757 ----- Approach WB NB SB HCM Control Delay, s/v10.94 0 1.74 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--691 394 - HCM Lane V/C Ratio --0.124 0.036 - HCM Control Delay (s/veh)--10.9 8 0 HCM Lane LOS --B A A HCM 95th %tile Q(veh)--0.4 0.1 - HCM 7th TWSC 2046 Background -AM Peak Hour 2: Kensington Dr & West Access 02/06/2025 Synchro 12 Report Page 2 Intersection Int Delay, s/veh 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 25 36 34 33 35 12 18 0 66 0 0 20 Future Vol, veh/h 25 36 34 33 35 12 18 0 66 0 0 20 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ 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 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 27 39 37 36 38 13 20 0 72 0 0 22 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 51 0 0 76 0 0 222 235 58 210 247 45 Stage 1 ------112 112 -116 116 - Stage 2 ------110 123 -93 130 - Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22 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 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1555 --1523 --734 666 1009 747 656 1025 Stage 1 ------893 803 -888 799 - Stage 2 ------895 794 -913 788 - Platoon blocked, %---- Mov Cap-1 Maneuver 1555 --1523 --688 638 1009 665 628 1025 Mov Cap-2 Maneuver ------688 638 -665 628 - Stage 1 ------877 788 -867 780 - Stage 2 ------855 775 -833 774 - Approach EB WB NB SB HCM Control Delay, s/v 1.94 3.06 9.36 8.59 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)917 432 --706 --1025 HCM Lane V/C Ratio 0.1 0.017 --0.024 --0.021 HCM Control Delay (s/veh)9.4 7.4 0 -7.4 0 -8.6 HCM Lane LOS A A A -A A -A HCM 95th %tile Q(veh)0.3 0.1 --0.1 --0.1 HCM 7th TWSC 2046 Background -AM Peak Hour 3: Kensington Dr & East Access 02/06/2025 Synchro 12 Report Page 3 Intersection Int Delay, s/veh 1.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 18 95 80 22 13 8 Future Vol, veh/h 18 95 80 22 13 8 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 20 103 87 24 14 9 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 111 0 -0 241 99 Stage 1 ----99 - Stage 2 ----142 - 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 1479 ---747 957 Stage 1 ----925 - Stage 2 ----885 - Platoon blocked, %--- Mov Cap-1 Maneuver 1479 ---737 957 Mov Cap-2 Maneuver ----737 - Stage 1 ----912 - Stage 2 ----885 - Approach EB WB SB HCM Control Delay, s/v 1.19 0 9.59 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)287 ---807 HCM Lane V/C Ratio 0.013 ---0.028 HCM Control Delay (s/veh)7.5 0 --9.6 HCM Lane LOS A A --A HCM 95th %tile Q(veh)0 ---0.1 Timings 2046 Background -AM Peak Hour 4: College Ave (US 287) & Kensington Dr 02/06/2025 Synchro 12 Report Page 4 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)46 15 17 4 44 1383 15 16 890 Future Volume (vph)46 15 17 4 44 1383 15 16 890 Turn Type Perm NA Perm NA pm+pt NA Perm pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Detector Phase 4 4 8 8 5 2 2 1 6 Switch Phase Minimum Initial (s)10.0 10.0 10.0 10.0 5.0 15.0 15.0 5.0 15.0 Minimum Split (s)44.0 44.0 44.0 44.0 11.0 27.0 27.0 11.0 27.0 Total Split (s)44.0 44.0 44.0 44.0 11.0 55.0 55.0 11.0 55.0 Total Split (%)40.0% 40.0% 40.0% 40.0% 10.0% 50.0% 50.0% 10.0% 50.0% Yellow Time (s)3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)4.0 4.0 4.0 4.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)7.0 7.0 7.0 7.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None C-Max C-Max None C-Max Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 4: College Ave (US 287) & Kensington Dr HCM 7th Signalized Intersection Summary 2046 Background -AM Peak Hour 4: College Ave (US 287) & Kensington Dr 02/06/2025 Synchro 12 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)46 15 47 17 4 21 44 1383 15 16 890 47 Future Volume (veh/h)46 15 47 17 4 21 44 1383 15 16 890 47 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 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 Adj Sat Flow, veh/h/ln 1870 1870 1870 1722 1722 1722 1870 1870 1870 1856 1856 1856 Adj Flow Rate, veh/h 50 16 51 18 4 23 48 1503 16 17 967 51 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, %2 2 2 12 12 12 2 2 2 3 3 3 Cap, veh/h 167 35 113 129 20 115 285 2275 706 647 3459 182 Arrive On Green 0.09 0.09 0.09 0.09 0.09 0.09 0.03 0.45 0.45 0.29 0.70 0.70 Sat Flow, veh/h 1383 393 1252 1228 221 1272 1781 5106 1585 1767 4927 259 Grp Volume(v), veh/h 50 0 67 18 0 27 48 1503 16 17 662 356 Grp Sat Flow(s),veh/h/ln 1383 0 1645 1228 0 1493 1781 1702 1585 1767 1689 1809 Q Serve(g_s), s 3.8 0.0 4.2 1.6 0.0 1.8 1.8 25.4 0.6 0.0 8.0 8.0 Cycle Q Clear(g_c), s 5.7 0.0 4.2 5.8 0.0 1.8 1.8 25.4 0.6 0.0 8.0 8.0 Prop In Lane 1.00 0.76 1.00 0.85 1.00 1.00 1.00 0.14 Lane Grp Cap(c), veh/h 167 0 148 129 0 135 285 2275 706 647 2371 1270 V/C Ratio(X)0.30 0.00 0.45 0.14 0.00 0.20 0.17 0.66 0.02 0.03 0.28 0.28 Avail Cap(c_a), veh/h 508 0 553 431 0 502 303 2275 706 647 2371 1270 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 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.0 0.0 47.5 50.2 0.0 46.4 20.2 24.0 17.1 15.2 6.1 6.1 Incr Delay (d2), s/veh 1.0 0.0 2.1 0.5 0.0 0.7 0.3 1.5 0.1 0.0 0.3 0.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 0.0 1.8 0.5 0.0 0.7 0.7 10.0 0.2 0.2 2.5 2.7 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 50.0 0.0 49.6 50.7 0.0 47.1 20.5 25.5 17.1 15.2 6.4 6.6 LnGrp LOS D D D D C C B B A A Approach Vol, veh/h 117 45 1567 1035 Approach Delay, s/veh 49.8 48.5 25.3 6.6 Approach LOS D D C A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 38.1 55.0 16.9 9.8 83.2 16.9 Change Period (Y+Rc), s 6.0 6.0 7.0 6.0 6.0 7.0 Max Green Setting (Gmax), s 5.0 49.0 37.0 5.0 49.0 37.0 Max Q Clear Time (g_c+I1), s 2.0 27.4 7.7 3.8 10.0 7.8 Green Ext Time (p_c), s 0.0 11.0 0.5 0.0 7.6 0.2 Intersection Summary HCM 7th Control Delay, s/veh 19.7 HCM 7th LOS B HCM 7th TWSC 2046 Background -PM Peak Hour 1: Mason St & Kensington Dr 02/06/2025 Synchro 12 Report Page 1 Intersection Int Delay, s/veh 3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 69 59 279 46 47 349 Future Vol, veh/h 69 59 279 46 47 349 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 75 64 303 50 51 379 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 810 328 0 0 353 0 Stage 1 328 ----- Stage 2 482 ----- Critical Hdwy 6.42 6.22 --4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 --2.218 - Pot Cap-1 Maneuver 349 713 --1205 - Stage 1 730 ----- Stage 2 621 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 331 713 --1205 - Mov Cap-2 Maneuver 331 ----- Stage 1 730 ----- Stage 2 588 ----- Approach WB NB SB HCM Control Delay, s/v16.95 0 0.96 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--439 214 - HCM Lane V/C Ratio --0.317 0.042 - HCM Control Delay (s/veh)--16.9 8.1 0 HCM Lane LOS --C A A HCM 95th %tile Q(veh)--1.3 0.1 - HCM 7th TWSC 2046 Background -PM Peak Hour 2: Kensington Dr & West Access 02/06/2025 Synchro 12 Report Page 2 Intersection Int Delay, s/veh 4.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 59 13 22 86 2 10 0 38 29 2 25 Future Vol, veh/h 13 59 13 22 86 2 10 0 38 29 2 25 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ 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 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 14 64 14 24 93 2 11 0 41 32 2 27 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 96 0 0 78 0 0 242 243 71 235 249 95 Stage 1 ------99 99 -142 142 - Stage 2 ------142 143 -92 107 - Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22 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 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1498 --1520 --712 659 991 720 654 962 Stage 1 ------907 813 -860 779 - Stage 2 ------860 778 -915 807 - Platoon blocked, %---- Mov Cap-1 Maneuver 1498 --1520 --672 641 991 672 637 962 Mov Cap-2 Maneuver ------672 641 -672 637 - Stage 1 ------898 805 -846 766 - Stage 2 ------820 765 -868 799 - Approach EB WB NB SB HCM Control Delay, s/v 1.14 1.48 9.24 10.04 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)902 266 --358 --775 HCM Lane V/C Ratio 0.058 0.009 --0.016 --0.079 HCM Control Delay (s/veh)9.2 7.4 0 -7.4 0 -10 HCM Lane LOS A A A -A A -B HCM 95th %tile Q(veh)0.2 0 --0 --0.3 HCM 7th TWSC 2046 Background -PM Peak Hour 3: Kensington Dr & East Access 02/06/2025 Synchro 12 Report Page 3 Intersection Int Delay, s/veh 2.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 13 123 84 27 38 25 Future Vol, veh/h 13 123 84 27 38 25 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 14 134 91 29 41 27 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 121 0 -0 268 106 Stage 1 ----106 - Stage 2 ----162 - 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 1467 ---721 948 Stage 1 ----918 - Stage 2 ----867 - Platoon blocked, %--- Mov Cap-1 Maneuver 1467 ---714 948 Mov Cap-2 Maneuver ----714 - Stage 1 ----909 - Stage 2 ----867 - Approach EB WB SB HCM Control Delay, s/v 0.71 0 9.98 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)172 ---791 HCM Lane V/C Ratio 0.01 ---0.087 HCM Control Delay (s/veh)7.5 0 --10 HCM Lane LOS A A --A HCM 95th %tile Q(veh)0 ---0.3 Timings 2046 Background -PM Peak Hour 4: College Ave (US 287) & Kensington Dr 02/06/2025 Synchro 12 Report Page 4 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)55 33 86 32 33 1455 70 38 1782 Future Volume (vph)55 33 86 32 33 1455 70 38 1782 Turn Type Perm NA Perm NA Prot NA Perm Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 Detector Phase 4 4 8 8 5 2 2 1 6 Switch Phase Minimum Initial (s)10.0 10.0 10.0 10.0 5.0 15.0 15.0 5.0 15.0 Minimum Split (s)44.0 44.0 44.0 44.0 11.0 27.0 27.0 11.0 27.0 Total Split (s)44.0 44.0 44.0 44.0 12.0 63.0 63.0 13.0 64.0 Total Split (%)36.7% 36.7% 36.7% 36.7% 10.0% 52.5% 52.5% 10.8% 53.3% Yellow Time (s)3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)4.0 4.0 4.0 4.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)7.0 7.0 7.0 7.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lead-Lag Optimize? Recall Mode None None None None None C-Max C-Max None C-Max Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 95 Control Type: Actuated-Coordinated Splits and Phases: 4: College Ave (US 287) & Kensington Dr HCM 7th Signalized Intersection Summary 2046 Background -PM Peak Hour 4: College Ave (US 287) & Kensington Dr 02/06/2025 Synchro 12 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)55 33 76 86 32 70 33 1455 70 38 1782 49 Future Volume (veh/h)55 33 76 86 32 70 33 1455 70 38 1782 49 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 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 Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 60 36 83 93 35 76 36 1582 76 41 1937 53 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, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 188 80 186 181 84 182 52 2425 753 368 3334 91 Arrive On Green 0.16 0.16 0.16 0.16 0.16 0.16 0.03 0.47 0.47 0.21 0.65 0.65 Sat Flow, veh/h 1282 503 1159 1273 525 1140 1781 5106 1585 1781 5110 140 Grp Volume(v), veh/h 60 0 119 93 0 111 36 1582 76 41 1290 700 Grp Sat Flow(s),veh/h/ln 1282 0 1662 1273 0 1665 1781 1702 1585 1781 1702 1845 Q Serve(g_s), s 5.3 0.0 7.8 8.6 0.0 7.2 2.4 28.3 3.2 2.2 25.4 25.5 Cycle Q Clear(g_c), s 12.5 0.0 7.8 16.3 0.0 7.2 2.4 28.3 3.2 2.2 25.4 25.5 Prop In Lane 1.00 0.70 1.00 0.68 1.00 1.00 1.00 0.08 Lane Grp Cap(c), veh/h 188 0 266 181 0 267 52 2425 753 368 2221 1204 V/C Ratio(X)0.32 0.00 0.45 0.51 0.00 0.42 0.69 0.65 0.10 0.11 0.58 0.58 Avail Cap(c_a), veh/h 378 0 512 370 0 513 89 2425 753 368 2221 1204 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 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.0 0.0 45.6 53.0 0.0 45.4 57.7 24.0 17.4 38.7 11.7 11.7 Incr Delay (d2), s/veh 1.0 0.0 1.2 2.2 0.0 1.0 15.3 1.4 0.3 0.1 1.1 2.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 3.3 2.9 0.0 3.1 1.3 11.1 1.2 1.0 8.9 10.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 51.9 0.0 46.8 55.2 0.0 46.4 73.0 25.3 17.6 38.8 12.8 13.7 LnGrp LOS D D E D E C B D B B Approach Vol, veh/h 179 204 1694 2031 Approach Delay, s/veh 48.5 50.4 26.0 13.6 Approach LOS D D C B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 30.8 63.0 26.2 9.5 84.3 26.2 Change Period (Y+Rc), s 6.0 6.0 7.0 6.0 6.0 7.0 Max Green Setting (Gmax), s 7.0 57.0 37.0 6.0 58.0 37.0 Max Q Clear Time (g_c+I1), s 4.2 30.3 14.5 4.4 27.5 18.3 Green Ext Time (p_c), s 0.0 13.4 0.9 0.0 17.8 0.9 Intersection Summary HCM 7th Control Delay, s/veh 22.1 HCM 7th LOS C HCM 7th TWSC 2046 Total -AM Peak Hour 1: Mason St & Kensington Dr 02/06/2025 Synchro 12 Report Page 1 Intersection Int Delay, s/veh 2.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 27 73 212 80 63 150 Future Vol, veh/h 27 73 212 80 63 150 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 29 79 230 87 68 163 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 574 274 0 0 317 0 Stage 1 274 ----- Stage 2 300 ----- Critical Hdwy 6.42 6.22 --4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 --2.218 - Pot Cap-1 Maneuver 480 765 --1243 - Stage 1 772 ----- Stage 2 752 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 451 765 --1243 - Mov Cap-2 Maneuver 451 ----- Stage 1 772 ----- Stage 2 706 ----- Approach WB NB SB HCM Control Delay, s/v11.72 0 2.39 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--644 532 - HCM Lane V/C Ratio --0.169 0.055 - HCM Control Delay (s/veh)--11.7 8.1 0 HCM Lane LOS --B A A HCM 95th %tile Q(veh)--0.6 0.2 - HCM 7th TWSC 2046 Total -AM Peak Hour 2: Kensington Dr & West Access 02/06/2025 Synchro 12 Report Page 2 Intersection Int Delay, s/veh 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 50 50 34 33 43 19 18 0 66 4 0 33 Future Vol, veh/h 50 50 34 33 43 19 18 0 66 4 0 33 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ 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 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 54 54 37 36 47 21 20 0 72 4 0 36 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 67 0 0 91 0 0 300 321 73 292 329 57 Stage 1 ------182 182 -129 129 - Stage 2 ------118 139 -163 200 - Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22 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 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1534 --1504 --652 596 989 660 590 1009 Stage 1 ------820 749 -875 790 - Stage 2 ------886 781 -839 736 - Platoon blocked, %---- Mov Cap-1 Maneuver 1534 --1504 --590 560 989 575 554 1009 Mov Cap-2 Maneuver ------590 560 -575 554 - Stage 1 ------789 721 -853 770 - Stage 2 ------833 762 -749 708 - Approach EB WB NB SB HCM Control Delay, s/v 2.77 2.59 9.66 9.03 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)864 621 --589 --933 HCM Lane V/C Ratio 0.106 0.035 --0.024 --0.043 HCM Control Delay (s/veh)9.7 7.4 0 -7.5 0 -9 HCM Lane LOS A A A -A A -A HCM 95th %tile Q(veh)0.4 0.1 --0.1 --0.1 HCM 7th TWSC 2046 Total -AM Peak Hour 3: Kensington Dr & East Access 02/06/2025 Synchro 12 Report Page 3 Intersection Int Delay, s/veh 2.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 32 99 87 47 26 16 Future Vol, veh/h 32 99 87 47 26 16 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 35 108 95 51 28 17 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 146 0 -0 297 120 Stage 1 ----120 - Stage 2 ----177 - 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 1436 ---694 931 Stage 1 ----905 - Stage 2 ----854 - Platoon blocked, %--- Mov Cap-1 Maneuver 1436 ---676 931 Mov Cap-2 Maneuver ----676 - Stage 1 ----882 - Stage 2 ----854 - Approach EB WB SB HCM Control Delay, s/v 1.85 0 10.08 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)440 ---755 HCM Lane V/C Ratio 0.024 ---0.06 HCM Control Delay (s/veh)7.6 0 --10.1 HCM Lane LOS A A --B HCM 95th %tile Q(veh)0.1 ---0.2 Timings 2046 Total -AM Peak Hour 4: College Ave (US 287) & Kensington Dr 02/06/2025 Synchro 12 Report Page 4 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)54 17 17 7 57 1383 15 16 890 Future Volume (vph)54 17 17 7 57 1383 15 16 890 Turn Type Perm NA Perm NA pm+pt NA Perm pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Detector Phase 4 4 8 8 5 2 2 1 6 Switch Phase Minimum Initial (s)10.0 10.0 10.0 10.0 5.0 15.0 15.0 5.0 15.0 Minimum Split (s)44.0 44.0 44.0 44.0 11.0 27.0 27.0 11.0 27.0 Total Split (s)44.0 44.0 44.0 44.0 12.0 55.0 55.0 11.0 54.0 Total Split (%)40.0% 40.0% 40.0% 40.0% 10.9% 50.0% 50.0% 10.0% 49.1% Yellow Time (s)3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)4.0 4.0 4.0 4.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)7.0 7.0 7.0 7.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None C-Max C-Max None C-Max Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 85 Control Type: Actuated-Coordinated Splits and Phases: 4: College Ave (US 287) & Kensington Dr HCM 7th Signalized Intersection Summary 2046 Total -AM Peak Hour 4: College Ave (US 287) & Kensington Dr 02/06/2025 Synchro 12 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)54 17 54 17 7 21 57 1383 15 16 890 63 Future Volume (veh/h)54 17 54 17 7 21 57 1383 15 16 890 63 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 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 Adj Sat Flow, veh/h/ln 1870 1870 1870 1722 1722 1722 1870 1870 1870 1856 1856 1856 Adj Flow Rate, veh/h 59 18 59 18 8 23 62 1503 16 17 967 68 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, %2 2 2 12 12 12 2 2 2 3 3 3 Cap, veh/h 164 35 114 121 36 102 285 2275 706 647 3373 237 Arrive On Green 0.09 0.09 0.09 0.09 0.09 0.09 0.04 0.45 0.45 0.29 0.70 0.70 Sat Flow, veh/h 1378 384 1259 1217 392 1127 1781 5106 1585 1767 4832 339 Grp Volume(v), veh/h 59 0 77 18 0 31 62 1503 16 17 675 360 Grp Sat Flow(s),veh/h/ln 1378 0 1644 1217 0 1519 1781 1702 1585 1767 1689 1794 Q Serve(g_s), s 4.6 0.0 4.9 1.6 0.0 2.1 2.3 25.4 0.6 0.0 8.3 8.3 Cycle Q Clear(g_c), s 6.7 0.0 4.9 6.5 0.0 2.1 2.3 25.4 0.6 0.0 8.3 8.3 Prop In Lane 1.00 0.77 1.00 0.74 1.00 1.00 1.00 0.19 Lane Grp Cap(c), veh/h 164 0 149 121 0 138 285 2275 706 647 2357 1253 V/C Ratio(X)0.36 0.00 0.52 0.15 0.00 0.23 0.22 0.66 0.02 0.03 0.29 0.29 Avail Cap(c_a), veh/h 503 0 553 421 0 511 313 2275 706 647 2357 1253 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 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.5 0.0 47.7 50.8 0.0 46.4 20.4 24.0 17.1 15.2 6.3 6.3 Incr Delay (d2), s/veh 1.3 0.0 2.8 0.6 0.0 0.8 0.4 1.5 0.1 0.0 0.3 0.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 2.1 0.5 0.0 0.8 1.0 10.0 0.2 0.2 2.6 2.9 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 50.8 0.0 50.5 51.4 0.0 47.3 20.8 25.5 17.1 15.2 6.6 6.8 LnGrp LOS D D D D C C B B A A Approach Vol, veh/h 136 49 1581 1052 Approach Delay, s/veh 50.6 48.8 25.2 6.8 Approach LOS D D C A Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 38.0 55.0 17.0 10.2 82.8 17.0 Change Period (Y+Rc), s 6.0 6.0 7.0 6.0 6.0 7.0 Max Green Setting (Gmax), s 5.0 49.0 37.0 6.0 48.0 37.0 Max Q Clear Time (g_c+I1), s 2.0 27.4 8.7 4.3 10.3 8.5 Green Ext Time (p_c), s 0.0 11.0 0.6 0.0 7.8 0.2 Intersection Summary HCM 7th Control Delay, s/veh 20.0 HCM 7th LOS B Notes User approved pedestrian interval to be less than phase max green. HCM 7th TWSC 2046 Total -PM Peak Hour 1: Mason St & Kensington Dr 02/06/2025 Synchro 12 Report Page 1 Intersection Int Delay, s/veh 4.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 97 92 279 59 62 349 Future Vol, veh/h 97 92 279 59 62 349 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ----- Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 105 100 303 64 67 379 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 849 335 0 0 367 0 Stage 1 335 ----- Stage 2 514 ----- Critical Hdwy 6.42 6.22 --4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 --2.218 - Pot Cap-1 Maneuver 331 707 --1191 - Stage 1 724 ----- Stage 2 600 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 307 707 --1191 - Mov Cap-2 Maneuver 307 ----- Stage 1 724 ----- Stage 2 557 ----- Approach WB NB SB HCM Control Delay, s/v21.22 0 1.24 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--424 272 - HCM Lane V/C Ratio --0.485 0.057 - HCM Control Delay (s/veh)--21.2 8.2 0 HCM Lane LOS --C A A HCM 95th %tile Q(veh)--2.6 0.2 - HCM 7th TWSC 2046 Total -PM Peak Hour 2: Kensington Dr & West Access 02/06/2025 Synchro 12 Report Page 2 Intersection Int Delay, s/veh 4.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 31 69 13 22 108 7 10 0 38 39 2 64 Future Vol, veh/h 31 69 13 22 108 7 10 0 38 39 2 64 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ 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 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 34 75 14 24 117 8 11 0 41 42 2 70 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 125 0 0 89 0 0 316 322 82 311 326 121 Stage 1 ------149 149 -169 169 - Stage 2 ------166 173 -142 157 - Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22 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 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1462 --1506 --637 595 978 641 593 930 Stage 1 ------853 774 -833 759 - Stage 2 ------836 756 -860 768 - Platoon blocked, %---- Mov Cap-1 Maneuver 1462 --1506 --563 571 978 589 568 930 Mov Cap-2 Maneuver ------563 571 -589 568 - Stage 1 ------832 755 -819 746 - Stage 2 ------758 743 -804 749 - Approach EB WB NB SB HCM Control Delay, s/v 2.06 1.19 9.53 10.59 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)848 479 --286 --758 HCM Lane V/C Ratio 0.062 0.023 --0.016 --0.151 HCM Control Delay (s/veh)9.5 7.5 0 -7.4 0 -10.6 HCM Lane LOS A A A -A A -B HCM 95th %tile Q(veh)0.2 0.1 --0 --0.5 HCM 7th TWSC 2046 Total -PM Peak Hour 3: Kensington Dr & East Access 02/06/2025 Synchro 12 Report Page 3 Intersection Int Delay, s/veh 3.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 23 133 89 45 77 47 Future Vol, veh/h 23 133 89 45 77 47 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length ----0 - Veh in Median Storage, #-0 0 -0 - Grade, %-0 0 -0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 25 145 97 49 84 51 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 146 0 -0 316 121 Stage 1 ----121 - Stage 2 ----195 - 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 1436 ---677 930 Stage 1 ----904 - Stage 2 ----838 - Platoon blocked, %--- Mov Cap-1 Maneuver 1436 ---664 930 Mov Cap-2 Maneuver ----664 - Stage 1 ----887 - Stage 2 ----838 - Approach EB WB SB HCM Control Delay, s/v 1.11 0 10.9 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h)265 ---745 HCM Lane V/C Ratio 0.017 ---0.181 HCM Control Delay (s/veh)7.6 0 --10.9 HCM Lane LOS A A --B HCM 95th %tile Q(veh)0.1 ---0.7 Timings 2046 Total -PM Peak Hour 4: College Ave (US 287) & Kensington Dr 02/06/2025 Synchro 12 Report Page 4 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)77 38 86 34 42 1455 70 38 1782 Future Volume (vph)77 38 86 34 42 1455 70 38 1782 Turn Type Perm NA Perm NA Prot NA Perm Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 Detector Phase 4 4 8 8 5 2 2 1 6 Switch Phase Minimum Initial (s)10.0 10.0 10.0 10.0 5.0 15.0 15.0 5.0 15.0 Minimum Split (s)44.0 44.0 44.0 44.0 11.0 27.0 27.0 11.0 27.0 Total Split (s)44.0 44.0 44.0 44.0 14.0 63.0 63.0 13.0 62.0 Total Split (%)36.7% 36.7% 36.7% 36.7% 11.7% 52.5% 52.5% 10.8% 51.7% Yellow Time (s)3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s)4.0 4.0 4.0 4.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)7.0 7.0 7.0 7.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Recall Mode None None None None None C-Max C-Max None C-Max Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 95 Control Type: Actuated-Coordinated Splits and Phases: 4: College Ave (US 287) & Kensington Dr HCM 7th Signalized Intersection Summary 2046 Total -PM Peak Hour 4: College Ave (US 287) & Kensington Dr 02/06/2025 Synchro 12 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)77 38 98 86 34 70 42 1455 70 38 1782 61 Future Volume (veh/h)77 38 98 86 34 70 42 1455 70 38 1782 61 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 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 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 Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 84 41 107 93 37 76 46 1582 76 41 1937 66 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, %2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 211 81 213 180 97 199 59 2425 753 337 3198 109 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.03 0.47 0.47 0.19 0.63 0.63 Sat Flow, veh/h 1280 458 1197 1240 546 1122 1781 5106 1585 1781 5071 173 Grp Volume(v), veh/h 84 0 148 93 0 113 46 1582 76 41 1299 704 Grp Sat Flow(s),veh/h/ln 1280 0 1655 1240 0 1668 1781 1702 1585 1781 1702 1839 Q Serve(g_s), s 7.4 0.0 9.7 8.8 0.0 7.2 3.1 28.3 3.2 2.3 27.4 27.5 Cycle Q Clear(g_c), s 14.6 0.0 9.7 18.5 0.0 7.2 3.1 28.3 3.2 2.3 27.4 27.5 Prop In Lane 1.00 0.72 1.00 0.67 1.00 1.00 1.00 0.09 Lane Grp Cap(c), veh/h 211 0 294 180 0 297 59 2425 753 337 2147 1160 V/C Ratio(X)0.40 0.00 0.50 0.52 0.00 0.38 0.78 0.65 0.10 0.12 0.61 0.61 Avail Cap(c_a), veh/h 378 0 510 342 0 514 119 2425 753 337 2147 1160 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 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.0 0.0 44.5 52.9 0.0 43.5 57.6 24.0 17.4 40.4 13.2 13.3 Incr Delay (d2), s/veh 1.2 0.0 1.3 2.3 0.0 0.8 19.2 1.4 0.3 0.2 1.3 2.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.0 4.1 2.9 0.0 3.1 1.7 11.1 1.2 1.0 9.8 11.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 51.2 0.0 45.9 55.2 0.0 44.3 76.7 25.3 17.6 40.6 14.5 15.6 LnGrp LOS D D E D E C B D B B Approach Vol, veh/h 232 206 1704 2044 Approach Delay, s/veh 47.8 49.2 26.4 15.4 Approach LOS D D C B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 28.7 63.0 28.3 10.0 81.7 28.3 Change Period (Y+Rc), s 6.0 6.0 7.0 6.0 6.0 7.0 Max Green Setting (Gmax), s 7.0 57.0 37.0 8.0 56.0 37.0 Max Q Clear Time (g_c+I1), s 4.3 30.3 16.6 5.1 29.5 20.5 Green Ext Time (p_c), s 0.0 13.4 1.1 0.0 16.5 0.9 Intersection Summary HCM 7th Control Delay, s/veh 23.3 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. 296073000 Pedersen Toyota Expansion Appendix E:Queue Analysis Worksheets Queues 2025 Existing -AM Peak Hour 4: College Ave (US 287) & Kensington Dr 01/31/2025 Synchro 12 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)41 55 15 22 40 1233 13 14 835 v/c Ratio 0.31 0.28 0.13 0.14 0.08 0.31 0.01 0.04 0.22 Control Delay (s/veh)52.8 22.7 47.8 22.9 5.7 5.4 0.0 6.8 5.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)52.8 22.7 47.8 22.9 5.7 5.4 0.0 6.8 5.7 Queue Length 50th (ft)28 9 10 2 5 70 0 3 72 Queue Length 95th (ft)62 47 30 26 21 160 0 10 102 Internal Link Dist (ft)145 286 420 420 Turn Bay Length (ft)100 125 125 125 200 Base Capacity (vph)478 597 422 522 505 3970 1257 383 3793 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.09 0.04 0.04 0.08 0.31 0.01 0.04 0.22 Intersection Summary Queues 2025 Existing -PM Peak Hour 4: College Ave (US 287) & Kensington Dr 01/31/2025 Synchro 12 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)46 92 72 86 28 1218 59 32 1532 v/c Ratio 0.33 0.39 0.52 0.37 0.26 0.33 0.05 0.30 0.42 Control Delay (s/veh)55.1 23.3 63.6 23.6 58.8 7.7 0.7 61.2 8.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)55.1 23.3 63.6 23.6 58.8 7.7 0.7 61.2 8.7 Queue Length 50th (ft)34 20 54 19 21 134 0 24 179 Queue Length 95th (ft)69 68 99 67 51 185 7 58 260 Internal Link Dist (ft)145 286 420 420 Turn Bay Length (ft)100 125 125 125 200 Base Capacity (vph)424 585 421 582 124 3636 1158 118 3612 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.16 0.17 0.15 0.23 0.33 0.05 0.27 0.42 Intersection Summary Queues 2026 Background -AM Peak Hour 4: College Ave (US 287) & Kensington Dr 01/31/2025 Synchro 12 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)41 55 15 22 40 1245 13 14 843 v/c Ratio 0.31 0.28 0.13 0.14 0.08 0.31 0.01 0.04 0.22 Control Delay (s/veh)52.8 22.7 47.8 22.9 5.7 5.5 0.0 6.9 5.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)52.8 22.7 47.8 22.9 5.7 5.5 0.0 6.9 5.7 Queue Length 50th (ft)28 9 10 2 5 71 0 3 73 Queue Length 95th (ft)62 47 30 26 21 162 0 10 103 Internal Link Dist (ft)145 286 420 420 Turn Bay Length (ft)100 125 125 125 200 Base Capacity (vph)465 582 411 509 502 3970 1257 379 3797 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.09 0.04 0.04 0.08 0.31 0.01 0.04 0.22 Intersection Summary Queues 2026 Background -PM Peak Hour 4: College Ave (US 287) & Kensington Dr 01/31/2025 Synchro 12 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)46 93 73 87 28 1230 60 32 1546 v/c Ratio 0.33 0.39 0.53 0.38 0.26 0.34 0.05 0.30 0.43 Control Delay (s/veh)55.0 23.2 63.8 23.4 58.8 7.8 0.7 61.2 8.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)55.0 23.2 63.8 23.4 58.8 7.8 0.7 61.2 8.8 Queue Length 50th (ft)34 20 55 19 21 136 0 24 183 Queue Length 95th (ft)69 69 101 67 51 188 7 58 264 Internal Link Dist (ft)145 286 420 420 Turn Bay Length (ft)100 125 125 125 200 Base Capacity (vph)424 585 421 583 124 3634 1157 118 3609 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.16 0.17 0.15 0.23 0.34 0.05 0.27 0.43 Intersection Summary Queues 2046 Background -AM Peak Hour 4: College Ave (US 287) & Kensington Dr 01/31/2025 Synchro 12 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)50 67 18 27 48 1503 16 17 1018 v/c Ratio 0.37 0.32 0.15 0.16 0.11 0.38 0.01 0.06 0.28 Control Delay (s/veh)53.9 21.9 47.6 22.0 5.7 5.7 0.0 7.9 6.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)53.9 21.9 47.6 22.0 5.7 5.7 0.0 7.9 6.9 Queue Length 50th (ft)34 11 12 3 6 92 0 3 93 Queue Length 95th (ft)71 52 34 29 24 201 0 12 134 Internal Link Dist (ft)145 286 420 420 Turn Bay Length (ft)100 125 125 125 200 Base Capacity (vph)463 588 407 512 419 3989 1263 281 3663 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.11 0.04 0.05 0.11 0.38 0.01 0.06 0.28 Intersection Summary Queues 2046 Background -PM Peak Hour 4: College Ave (US 287) & Kensington Dr 01/31/2025 Synchro 12 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)60 119 93 111 36 1582 76 41 1990 v/c Ratio 0.39 0.43 0.62 0.41 0.31 0.46 0.07 0.41 0.57 Control Delay (s/veh)54.5 21.8 67.4 22.1 59.6 10.2 1.5 67.5 11.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)54.5 21.8 67.4 22.1 59.6 10.2 1.5 67.5 11.7 Queue Length 50th (ft)44 26 70 25 27 199 0 31 290 Queue Length 95th (ft)84 78 121 76 61 274 14 70 420 Internal Link Dist (ft)145 286 420 420 Turn Bay Length (ft)100 125 125 125 200 Base Capacity (vph)393 571 378 567 118 3473 1110 103 3517 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.21 0.25 0.20 0.31 0.46 0.07 0.40 0.57 Intersection Summary Queues 2026 Total -AM Peak Hour 4: College Ave (US 287) & Kensington Dr 01/31/2025 Synchro 12 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)49 64 15 26 54 1245 13 14 860 v/c Ratio 0.36 0.31 0.13 0.16 0.11 0.31 0.01 0.04 0.24 Control Delay (s/veh)53.8 21.9 47.0 25.0 6.1 5.7 0.0 7.5 6.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)53.8 21.9 47.0 25.0 6.1 5.7 0.0 7.5 6.6 Queue Length 50th (ft)33 10 10 5 7 71 0 3 75 Queue Length 95th (ft)71 50 30 31 28 167 0 11 110 Internal Link Dist (ft)145 286 420 420 Turn Bay Length (ft)100 125 125 125 200 Base Capacity (vph)476 601 419 534 491 3954 1253 368 3652 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.11 0.04 0.05 0.11 0.31 0.01 0.04 0.24 Intersection Summary Queues 2026 Total -PM Peak Hour 4: College Ave (US 287) & Kensington Dr 01/31/2025 Synchro 12 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)69 121 73 89 37 1230 60 32 1559 v/c Ratio 0.49 0.47 0.57 0.38 0.32 0.34 0.05 0.33 0.44 Control Delay (s/veh)61.5 22.4 67.0 23.9 59.7 7.6 0.7 63.7 9.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)61.5 22.4 67.0 23.9 59.7 7.6 0.7 63.7 9.2 Queue Length 50th (ft)51 24 55 21 28 133 0 24 189 Queue Length 95th (ft)96 79 102 69 62 185 7 58 276 Internal Link Dist (ft)145 286 420 420 Turn Bay Length (ft)100 125 125 125 200 Base Capacity (vph)423 598 388 584 122 3652 1162 103 3581 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.20 0.19 0.15 0.30 0.34 0.05 0.31 0.44 Intersection Summary Queues 2046 Total -AM Peak Hour 4: College Ave (US 287) & Kensington Dr 01/31/2025 Synchro 12 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)59 77 18 31 62 1503 16 17 1035 v/c Ratio 0.42 0.35 0.15 0.18 0.15 0.38 0.01 0.06 0.29 Control Delay (s/veh)55.1 20.8 46.8 23.8 6.1 5.9 0.0 8.4 7.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)55.1 20.8 46.8 23.8 6.1 5.9 0.0 8.4 7.3 Queue Length 50th (ft)40 12 12 5 8 92 0 4 95 Queue Length 95th (ft)80 56 34 33 30 208 0 13 142 Internal Link Dist (ft)145 286 420 420 Turn Bay Length (ft)100 125 125 125 200 Base Capacity (vph)461 593 403 522 414 3970 1257 279 3625 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.13 0.13 0.04 0.06 0.15 0.38 0.01 0.06 0.29 Intersection Summary Queues 2046 Total -PM Peak Hour 4: College Ave (US 287) & Kensington Dr 01/31/2025 Synchro 12 Report Page 1 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT Lane Group Flow (vph)84 148 93 113 46 1582 76 41 2003 v/c Ratio 0.53 0.49 0.72 0.41 0.37 0.46 0.07 0.41 0.60 Control Delay (s/veh)60.3 21.0 79.2 22.3 60.5 10.4 1.5 67.5 13.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)60.3 21.0 79.2 22.3 60.5 10.4 1.5 67.5 13.6 Queue Length 50th (ft)62 29 71 26 35 201 0 31 302 Queue Length 95th (ft)109 88 124 78 72 279 15 70 441 Internal Link Dist (ft)145 286 420 420 Turn Bay Length (ft)100 125 125 125 200 Base Capacity (vph)392 586 319 569 135 3458 1105 103 3366 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.25 0.29 0.20 0.34 0.46 0.07 0.40 0.60 Intersection Summary